A REPORT  ON  SEWAGE  DISPOSAL  FOR 
CHAMPAIGN  AND  URBANA 


BY 

WILLARD  MARTIN  OLSON 

B.S.  University  of  Nebraska,  1921 


THESIS 

SUBMITTED  IN  PARTIAL  FULFILLMENT  OF  THE  REQUIREMENTS 
FOR  THE  DEGREE  OF  MASTER  OF  SCIENCE  IN 
MUNICIPAL  AND  SANITARY  ENGINEERING 
IN  THE  GRADUATE  SCHOOL  OF  THE 
UNIVERSITY  OF  ILLINOIS,  1922 


URBANA,  ILLINOIS 


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UNIVERSITY  OF  ILLINOIS 
THE  GRADUATE  SCHOOL 

Jjime  3, 192-2- 

1 HEREBY  RECOxMMEND  THAT  THE  THESIS  PREPARED  UNDER  MY 
SUPERVISION  BY_  > Willard  Martin  Olson 

ENTITLED 4-R0Tort  OYL  Sewage  Disposal  for  Champaign 

and  Urbane  

BE  ACCEPTED  AS  FULFILLING  THIS  PART  OF  THE  REQUIREMENTS  FOR 

THE  DEGREE  OF  Master  of  Science  in  Municipal  and  Sanitary 

Engineering  



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Digitized  by  the  Internet  Archive 
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https://archive.org/details/reportonsewagediOOolso 


TABLE  OF  CONTENTS 


Chapter  I. 

Introductory  and  Conclusions 1 

Chapter  II. 

The  Twin  Cities  2 

Chapter  III, 

The  Present  Sewerage  System,*  .4 

Chapter  IV, 

The  Sewage  Disposal  Problem ,6 

Chapter  V. 

Quantity  of  Sev/age n 

Chapter  VI, 

Discussion  of  Methods  of  Disposal,. 2o 

Chapter  VII. 

The  Adopted  Method,. 28 

T ables  . 

Plates. 


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ACKNOWLED  GSivIENT . 

Acknowledgement  is  due  professor  H.E. 
Babbitt  for  advice  and  assistance  freely  given. 

Mr.  A.A.Brensky  of  the  Illinois  State  Water  Survey 
supplied  data  collected  by  that  organization. 


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A REPORT  ON  SEWAGE  DISPOSAL  FOR 
CHAMPAIGN  AND  URBANA 

Chapter  1 

INTRODUCTORY  AND  CONCLUSIONS 

Many  people  of  Charipaign  and  Urbana  appreciate  the 
fact  that  action  mst  be  taken  on  local  sewerage  problems 
and  on  the  final  disposal  of  the  sewage  collected  from  the  two 
cities.  . This  report  deals  only  with  the  problem  of  sewage 
disposal.  Nuisances  have  been  created  by  the  inadequacy  of 
the  present  system  for  the  collection  of  sewage.  Personal  in- 
convenience suffered  by  citizens  of  the  two  cities  has  made 
them  Willing  to  give  a hearing  to  people  offended  by  the 
present  method  of  sewage  disposal.  The  experiments  with  different 
methods  of  sewage  treatment  carried  on  near  Urbana  by  the 
Illinois  State  Water  Survey  have  attracted  widespread  interest. 

In  1915  the  city  of  Champaign  sou^t  the  advice  of  a consulting 
engineer,  Mr.  W.S.  Shields  of  Chicago.  In  his  report  to  the  city 
of  Champaign  Mr.  Shields  recommended  the  adoption  of  either  the 
activated  sludge  or  the  electrolytic  process  of  sewage  treatment. 
In  February  1922,  the  engineering  firm  of  Pearse,  Greeley  and 
Hansen  of  Chicago  was  selected  by  the  trustees  of  the  urbana 
and  Champaign  Sanitary  District  to  make  a preliminary  investi- 
gation. This  firm  of  engineers  has  been  working  on  the  problem 
and  has  submitted  progress  reports  to  the  Board  of  Trustees  of 
the  Sanitary  District. 


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In  this  report  a careful  study  of  the  local  problem 
has  been  made.  The  results  of  this  investigation  justify  the 
following  conclusions. 

1.  The  Urbana  septic  tank  should  be  abandoned. 

2.  The  land  ov^ned  by  the  city  of  Champaign  and.  at 
present  used  as  a site  for  a septic  tank  should  be  used  for  the 
new  disposal  works. 

3.  The  sewage  should  be  treated  by  medium  screens, 
Imhoff  tanks,  trickling  filters  and  secondary  settling  tanks. 

4.  A competent  operator  should  be  placed  in  charge 
ol  the  disposal  plant.  He  should  b.e  paid  by  the  year  and 
should  be  provided  with  a suitable  residence  at  the  disposal 
site.  He  should  be  supplied  with  such  assistants  as  may  be 
needed. 

5.  The  estimated  first  cost  of  a sewage  treatment 
plant  such  as  outlined  above  is  t 410, 000. 

6.  Provision  should  be  made  to  meet  an  annual 
operating  expense  estimated  at  |13,000. 

Chapter  II. 

THE  TWIN  CITIES. 

The  two  cities  of  Champaign  and  Urbana  are  situated 
in  Champaign  County, Illinois,  about  fifty  miles  northeast  of 

the  geographical  center  of  the  state.  They  are  about  130  miles 
south  of  Chicago,  120  miles  west  of  Indianapolis  and  160  miles 
northeast  of  St. Louis.  The  two  cities  form  one  community 
which  is  best  known  as  the  home  of  the  University  of  Illinois. 

The  greater  pa.rt  of  the  240  acre  campus  of  this  institution  lies 
within  the  corporate  limits  of  Urbana  but  a small  part  is  included 


3 

in  Champaij^n.  In  1920  the  population  of  Champaign  was  15,873 
and  of  Urbana  10,230,  making  a joint  population  of  26,103. 

There  were  registered  in  the  Champaign  and  Urbana  departments  of 
the  University  7,839  students  of  whom  by  far  the  gxeater  part 
were  non-residents  and  not  included  in  the  census  of  the  two 
cities.  The  cities  cover  an  area  of  about  6.7  square  miles. 

A private  water  company  supplies  both  cities  with 
water  from  wells  about  150  feet  deep.  A typical  chemical  analysis 
of  the  water  is  shown  in  table  1.  Some  other  private  enterprises 
draw  large  supplies  of  water  from  the  same  ground  water  stratum. 

Some  important  industries  are  located  in  Champaign. 

The  Cushman  Company,  Inc.,  manufactures  tools.  The  Locomotive 
Crane  Co.,  makes  a light  self-propelled  crane  used  on  highway 
work.  The  Burr  Co.,  manufactures  a railway  dynamometer  car, 
mining  machinery  and  metal  products.  Shops  of  the  Big  Four 
Railroad  are  located  at  Urbana, which  is  a division  point  on  that 
road.  Urbana  is  the  county  seat  of  Champaign  County. 

The  topography  of  this  area  is  comparatively  flat  with 
just  enough  small  stream  channels  to  provide  surface  drainage. 

There  is  a total  difference  in  elevation  of  about  sixty  feet 
over  the  settled  area  exclusive  of  the  depth  of  small,  stream 
channels.  The  general  direction  of  drainage  is  toward  the  east. 

A very  small  portion  of  the  extreme  west  area  of  the  community 
drains  to  the  west  and  another  small  portion  drains  to  the  south, 
Nearly  seven  per  cent  of  the  total  area  is  covered  by  pavements 
and  the  sidewalks  beside  the  pavements.  Closely  built  up  business 
and  industrial  areas  cover  about  2.2  per  cent  of  the  total  area 


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and  most  of  the  remaining  area  is  used  for  residence  purposes. 

In  these  large  residentail  sections  about  3G  ^ of  the  ground 
area  is  covered  so  as  to  be  impervious  to  water.  The  soil 
consists  of  from  one  to  three  feet  of  black  loam  underlain  by 
a jointed  yellow  clay  subsoil.  This  soil  drains  very  well. 

Chapter  III. 

THE  PRESENT  SEWERAGE  SYSTEM. 

Both  cities  are  sewered  on  the  separate  plan.  Storm 
Water  is  diverted  along  natural  drainage  lines  to  the  Boneyard, 
a small  stream  which  flows  in  a southerly  direction  through 
Champaign  and  in  an  easterly  direction  through  Urbana.  This 
stream  becomes  at  times  very  foul  and  undoubtedly''  receives 
continuously  a small  amount  of  domestic  sewage.  Gagings  of 
Champaign’s  sewage  flow  indicate  that  considerable  ground  water 
finds  its  way  into  the  sanitary  sewers.  Each  city  has  its 
own  system  for  the  collection  of  sewage. 

Champaign's  domestic  sewage  is  co ncentra.ted  in  one 
main  outfall  which  crosses  Urbana  in  an  easterly  direction.  The 
disposal  site,  owned  by  the  city  of  Champaign,  consists  of  I'd 
acres  of  land  located  about  two  miles  east  by  north  of  the  point 
where  the  main  outfall  crosses  the  east  boundary  of  Champaign  . 

At  present  the  Champaign  sewage  is  discharged  without  any 

treatment  into  the  west  branch  of  the  Salt  Fork  of  the  Vermilion 
River.  The  West  Branch  of  the  Salt  Fork,  hereafter  referred 
to  as  the  Salt  Fork,  is  a small  stream  which  flows  in  an  easterly 
direction  throu^  the  disposal  site.  The  stream  has  an  estimated 
dry  weather  flow  of  one-half  million  gallons  daily  during  several 


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consecutive  months. 

One  of  the  first  septic  tanks  built  in  the  United, 

States  Was  installed  at  the  disposal  site  in  1897.  Two  years 
later  this  tank  was  reported  as  operating  in  a "very  satisfactory 
manner"  on  a mean  dry  weather  flow  of  300,000  gallons  daily. 

In  1916  this  tank  was  reconstructed  for  experimental  work  on 
the  activated  sludge  process  of  sewage  treatment  by  the  Illinois 
State  Water  Survey. 

Urbana's  sewage  is  carried  throu,^  two  main  outfall 
sewers  to  a disposal  site  about  a half  mile  northeast  of  the 
main  part  of  town.  This  disposal  site  consists  of  about  13 
acres  of  land,  a part  of  which  is  now  used  as  a city  dump.  At 
the  disposal  site  the  sewage  passes  through  a septic  tank  of 
about  115,000  gallons  capacity.  This  tank  has  been  in  operation 
since  1902  and  has  been  operating  in  a fairly  satisfactory 
manner.  The  effluent  from  this  tank  is  discharged  into  the 
Boneyard  about  a quarter  of  a mile  above  its  junction  with  the 
Salt  I’ork.  The  Champaign  disposal  site  is  somewhat  more  than 
a quarter  mile  downstream  from  the  point  where  the  Salt  Fork 
receives  the  flow  of  the  Boneyard  together  with  the  effluent 
of  Urbana  septic  tank.  The  effluent  of  the  septic  tank  is  in 
a putrescible  condition  and  causes  some  nuisance  in  the  small 
stream  into  which  it  is  discharged.  This  fact,  together  with  the 
odors  developed  at  the  times  v^hsn  sludge  is  removed  from  the  tank 
have  caused  many  Urbana  citizens  to  believe  that  the  septic 
tank  is  a failure.  In  this  report  it  is  recognized  that  this 
tank  will  not  fit  in  well  with  a comprehensive  plan  of  sewage 


6 

sewage  disposal  for  the  community  and  therefore  should  be 
abandoned. 

It  is  to  be  noted  that  all  of  the  sewage  from  the 
buildings  of  the  University  of  Illinois  does  not  go  into  the 
Urbana  seWers.  A large  part  of  the  sewage  from  the  University 
goes  into  the  Champaign  sewers. 

The  present  sewage  disposal  site  owned  by  Champaign 
is  suitable  for  a site  for  the  sewage  treatment  works  proposed 
in  this  report.  The  land  owned  by  Champaign  is  favorably 
located  being  well  to  the  east  and  north  of  present  settled 
areas.  Ihe  Urbana  site  is  unsuitable,  it  is  too  near  the  main 
part  of  u^hana.  While  the  prevailing  winds  in  summer  are  from 
the  southii^est  yet  it  is  probable  that  with  most  processes  of 
sewage  treatment  unpleasant  odors  would  be  noticeable  at  times 
both  at  the  Tuberculosis  Sanitarium  about  a half  mile  north  of 
the  Urbana  site,  and  at  the  homes  of  those  people  living  in  the 
built-up  blocks  immediately  to  the  east.  The  Urbana  site  is  also 
insufficient  in  area,  due  in  part  to  the  fact  that  it  is  crossed 
by  the  channels  of  both  the  Boneyard  and  the  Salt  Fark. 

Chapter  IV. 

The  Sewage  Disposal  Problem 
The  necessity  for  action  to  relieve  conditions  in  the 
Salt  I'ork  has  for  some  time  been  recognized  by  many  citizens  of 
the  Twin  Cities.  The  situation  may  be  briefly  described  by 
saying  that  the  present  methods  of  disposing  of  sewage  have 
caused  the  Salt  Fork  to  become  a nuisance  for  many  miles  below 

the  sev/er  outlets.  Farmers  living  several  miles  down  stream  in 


T. 


7 

houses  situated  as  much  as  a half  mile  from  the  water  course, 
complain  of  odors  which  become  intolerable  during  the  dry 
months  of  the  year  and  of  odors  which  are  noticeable  at  all 
times.  They  say  that  they  are  put  to  the  expense  of  providing 
fences  to  prevent  their  livestock  from  drinking  the  polluted 
water.  While  there  has  been  much  complaint  from  nearly  all 
property  owners  dov;nstream  there  have  been  no  damage  suits 
filed  against  the  cities  and  there  has  been  no  formal  statement 
of  grievances  to  the  governing  bodies  of  the  two  cities.  The 
State  Board  of  Health  has  suspended  threatened  action  in  order 
to  give  the  cities  a reasonable  time  in  which  to  take  the 
necessary  measures  for  relief.  About  SO  miles  downstream  at 
the  village  of  Homer  (1920  pop. 978)  there  is  a public  bathing 
pool  supplied  with  water  from  the  Salt  Fork.  It  has  been 
suggested  that  cases  of  typhoid  occurring  among  users  of  this 
pool  mi^t  be  directly  chargeable  to  pollution  from  the  Twin 
Citi es. 

Continuous  gagings  of  flow  in  the  Salt  pork  are  not 
available.  On  October  1,  1917  a measurement  at  low  stage  was 
made  below  the  Champaign  sewer  outlet  by  Hr.  G.  C.  Haber  meyer,  the 
engineer  of  the  Illinois  State  Water  Survey.  The  rate  of  flow 
was  found  to  be  3,000,000  gallons  per  day.  The  flow  exclusive 
of  local  sewage  was  estimated  at  half  this  amount.  The  stream 
has  not  been  known  to  run  dry  during  the  last  twenty  years  but 
during  the  dry  summer  months  the  flow  is  said  to  be  very  small. 
An  estimate  of  the  rate  of  flow  to  be  expected  at  the  present 
Champaign  sewer  outlet  has  been  made  based  upon  the  drainage 


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8 

area  and  upon  gagings  of  the  Sangamon  River  near  Monti  cello 
and  of  the  Vermilion  River  near  Danville  as  reported  by  the 
United  States  Geological  Survey  in  their  Water  Supply  Papers. 

The  drainage  area  of  the  Salt  Fork  is  estimated  at  76  square 
miles,  from  United  States  Geological  Survey  topographic  sheets 
for  the  Mahomet  and  Urbana  quadrangles  and  from  a Drainage 
Reclamation  Map  on  a scale  of  about  8 miles  to  the  inch  compiled 
by  the  State  Geological  Survey  Division  in  1920,  This  drainage 
area  is  small  compared  to  that  of  the  Sangamon  River  near 
Monticello,  550  square  miles,  and  that  of  the  Vermilion  near 
Danville,  1280  square  miles.  Plate  2 shows  the  mean  monthly 
run-off  in  cubic  feet  per  second  per  square  mile  at  Monticello 
from  February  1908  to  December  1912  and  from  July  1914  to 
September  1918.  It  also  shows  the  same  for  Danville  over  the 
period  from  November  1914  to  September  1917.  Expressed  as  run-off 
from  an  area  of  76  square  miles  these  values  would  indicate  a 
variation  in  mean  monthly  flow  of  from  319,000  gallons  per  day 
to  322,000,000  gallons  per  day.  The  frequency  curve  in  Plate  3 
shows  the  per  cent  of  the  total  time  which  a rate  of  flow  of  a 

given  amount,  or  greater,  has  occurred  during  the  109  months  of 

record.  Tables  2 and  3 give  the  data  from  which  this  curve 
was  plotted.  For  example,  a rate  of  flow  of  30,000,000  gallons 
daily, or  more,  occurred  during  39  of  the  109  months  or  35. 8f^ 
of  the  time  covered  by  the  available  records.  Conversely  Plate  3 
shows  the  minimra  rate  of  flow  which  it  is  reasonable  to  expect 

for  a certain  part  of  the  time.  For  example,  for  20fc  of  the  time 

a rate  of  flow  of  at  least  53,000,000  gallons  daily  may  be 
expected. 


9 

Table  1 gives  the  mean  of  tno  analyses  of  water  from 
the  Salt  Fork. 

There  ai‘e  seven  villages  of  from  200  to  1000  population 
along  the  forty  miles  of  the  Salt  Fork  between  the  present 
Champaign  sewer  outlet  and  the  junction  of  the  Salt  Fork  with 
the  Vermilion  River  immediately  below  Danville.  None  of  these 
villages  takes  its  water  supply  from  the  stream.  As  before 
mentioned  there  is  however,  a public  bathing  place  at  Homer. 

If  the  two  cities  so  treat  their  sewage  that  no  putrefaction  can 
take  place  in  the  Salt  Fork  between  Urbana  and  Fithian  (the 
next  village  past  Homer)  they  will  have  done  all  that  can 
reasonably  be  required  of  them.  This  report  proposes  to 
recommend  a method  of  treatment  which  will  effect  such  a result. 

To  accomplish  this  the  effluent  of  the  treatment  plant  must  be 
such  that  at  all  times  when  mixed  with  the  water  flowing  in  the 
Salt  B'ork  the  dissolved  oxygen  content  of  the  mixture  will  not 
fall  below  50%  saturation  in  the  25  miles  of  stream  immediately 
belov\T  the  present  sewer  outlet. 

The  sewage  from  Champaign  and  Urbana  is  a domestic 
sewage  of  about  average  strength.  It  contains  practically  no 
industrial  wastes.  The  largest  local  producer  of  liquid  waste  is 
the  gas  plant  and  this  establishment  has  within  the  past  few 
years  adopted  a system  whereby  the  liquid  ordinarily  wasted  can 
after  some  treatment  be  used  over  and  over  again.  None  of  it 
reaches  the  sanitary  sewers.  The  Champaign  sewage  reaches  the 
outlet  while  yet  fresh.  This  is  shown  by  the  high  nitrite  and 
nitrate  content. 


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10 

Th©  Stats  Watsr  Survsy  has  made  a great  mimbsr  of 
analyses  of  Champaio-n‘8  sewage.  of  these  analyses,  those  used 
in  this  report  were  made  upon  sewage  which  had  been  screened 
by  passage  through  a Dorrco  screen  with  openings  consisting  of 
slots  1/2  inch  by  1/16  inch.  The  v/eight  of  dry  screenings 
removed  from  the  sewage  amounted  to  4.1  to  12,2  parts  per  million. 
This  amount  of  screenings  is  less  than  one  per  cent  of  the 
remaining  total  residue,  in  this  study  no  attempt  is  made  to 
correct  analyses  for  the  amount  of  solid  matter  removed  by  the 
screen.  Table  4 shows  the  average  of  analyses  of  234  sewage 
samples.  Due  to  infiltration  into  the  sewers  there  are  marked 
variations  in  quality.  In  Table  5 average  analyses  are  given  for 
fifteen  groups  each  representing  from  six  to  nineteen  daily 
sevvage  samples.  Altogether  these  groups  represent  168  samples. 

In  order  to  meet  this  sewage  disposal  probelm  a sanitary 
district  has  been  organized  v/ith  boundaries  as  shown  in  Plate  1. 

It  will  be  noted  that  the  district  includes  all  of  Urbana,  most 
of  Champaign,  and  some  outlying  territory.  The  part  of  Champaign 
not  included  in  the  sanitary  district  is  that  portion  of  the 
city  which  is  not  in  the  drainage  area  of  the  Salt  Fork,  and  which 
cannot  be  economically  served  by  sewers  having  an  outlet  on  the 
Salt  5ork.  The  sanitary  district  is  a nevir  municipal  corporation 
with  taxing  and  bonding  powers.  This  sanitary  district  was 
organized  in  the  spring  of  1921  under  the  provisions  of  the  Illinois 
law  of  1917  relating  to  the  creation  of  sanitary  districts.  The 
corporation  may  acquire,  by  condemnation  if  necessary,  any 
property  required  to  serve  the  purpose  of  the  district.  Upon 


5 


11 


vote  of  the  electorate  It  may  issue  bonds  in  amount  up  to 
of  the  assessed  valuation  of  property  in  the  district.  The 
governing  body  of  the  sanitary  district  may  levy  a tax  up  to 
l/3^c  annually  on  this  assessed  valuation  and  with  the  approval 
of  the  voters  of  the  district  may  increase  this  tax  levy  to 
2/3'^.  In  1921  the  combined  assessed  valuation  of  the  two 
cities  Was  f 11, 310,000.  A small  part  of  this  is  not  included 
within  the  bounds  of  the  district  but  the  rural  territory  included 
in  the  district  is  probably  sufficient  to  bring  the  assessed 
valuation  of  the  sanitary  district  well  above  the  fi.gure  quoted 
for  Champaign  and  Urbana.  Works  for  the  betterment  of  present 
conditions  need  not  be  held  up  for  lack  of  funds  if  the  voting- 
sentiment  is  in  favor  of  the  issue  of  the  necessary  bonds. 

Chapter  V. 

QUANTITY  OF  SE?>rAGE 

Works  constructed  for  the  treatment  of  sewage  should  be 
of  a size  sufficient  to  meet  conditions  reasonably  to  be  expected 
at  some  future  date.  It  is  difficult  to  state  arbitrarily 
the  length  of  time  for  which  provision  should  be  made.  The  art 
of  sewage  treatment  has  made  much  progress  in  the  past  thirty 
years  and  there  is  every  reason  to  think  that  progress  in  the 
next  three  decades  will  be  no  less.  For  this  reason  it  is  well 
to  consider  the  possibility  that  works  constructed  tody  may  in 
a f ew  short  years  become  obsolescent  if  not  obsolete.  On  the 
other  hand  works  constructed  for  municipal  purposes  when  once 
completed  are  commonly  thought  of  as^done"  and  new  construction 
is  improbable  v/ithin  a considerable  period  of  years.  In  this 


12 


report  definite  recommendations  will  be  made  to  meet  estimated 
conditions  fifteen  years  hence  (193S)  v/ith  provisions  for 
possible  extensions  to  meet  conditions  twenty-five  years  hence 
(1946) . When  speaking  of  "present"  conditions  reference  is 
made  to  the  year  1921,  in  which  much  of  the  data  used  here 
were  obtained. 

plate  4 shows  the  combined  population  of  Champaign 
and  Urbana  since  1860.  It  also  shows  the  way  in  which  the 
population  of  some  other  Illinois  and  Indiana  cities  has 
increased.  The  curve  is  projected  into  the  future  at  a slope 
which  gives  about  equal  weight  to  the  past  growth  of  the  Tv/in 
Cities  and  to  the  growth  of  the  other  cities  shown.  The 
registration  in  Champaign  and  Urbana  departments  of  the 
University  of  Illinois  is  also  shown.  This  last  quantity 
has  shown  an  average  annual  increase  of  about  life.  It  is  im- 
probable that  that  rate  of  increase  can  long  continue  and 
therefore  the  curve  is  not  projected  into  the  future.  An 
estimate  made  in  the  office  of  the  Supervising  Architect  of 
the  University  of  Illinois  sets  the  1940  registration  in 
Champa^n  and  Urbana  departments  at  about  20,000.  This  value 
has  been  taken  as  the  most  reasonable  one.  Tables  7 and  8 
give  the  data  from  which  Plate  4 was  prepared.  The  1936 
population  of  the  Twin  Cities  is  estimated  to  be  41,600  and 
of  the  University  19,000.  I? or  1946  the  corresponding  figures 
are  51,200  and  21^00. 

The  Illinois  State  Water  Survey  made  hourly  gagings 
of  Champai,gn's  sewage  flow  during  the  greater  part  of  the 

year  1921.  The  sewage  measured  at  the  sewer  outlet  included 


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that  from  the  population  of  Champaign,  that  from  a large  part 
of  the  transient  student  population,  infiltration  and  some 
storm  water,  and  a large  part  of  the  water  supply  of  the 
University  of  Illinois,  Plate  5 and  Table  9 show  the  observed 
hourly  variations  in  flow. for  typical  days.  Plate  6 and  Table  11 
show  daily  variations  during  typical  weeks.  Plate  7. and  Table  12  s 
the  calculated  average  rate  of  flow  in  million  gallons  daily  for 
each  week  of  the  time  of  record,  it  also  shows  the  accumulated 
rainfall  for  each  week. 

The  flow  about  6 A.M.  on  a dry  summer's  day  is  mostly 
ground  water  and  this  occurs  at  the  rate  of  400,000  gallons 
per  day,  a rate  equal  to  30%  of  the  mean  rate  of  flow  for  the 
year.  The  gagings  for  typical  dry  weeks  indicate  that  during 
the  summer  about  830,000  gallons  per  day,  a rate  equal  to  61% 
of  the  mean  for  the  year,  is  the  normal  rate  of  flow  of  domestic 
sewage.  Mean  weekly  rates  greater  than  this  are  indicative  of 
infiltration  or  of  storm  water.  During  the  winter  months 
1,110,000  gallons  per  day  is  about  the  normal  rate  for  domestic 
sewage.  . This  normal  rate  during  the  winter  months  is  82%  of 
the  mean  for  the  year.  During  by  far  the  greater  part  of  the 
year  there  will  be  some  infiltration  to  be  taken  care  of.  This 
infiltration  will,  however,  not  be  an  excessively  large  per  cent 
of  the  normal  flow  if  the  mean  rate  for  as  long  a time  as  one 
v/eek  is  considered.  The  maximum  recorded  rate  of  flow  during 
any  one  week  is  2,237,000  gallons  daily  or  201%  of  the  normal 
rate  of  flow.  The  effect  of  the  infiltration  is  to  dilute  the 
sewage  and  to  add  tothe  ainount  of  liquid  to  be  treated.  At  times 

of  greatest  storm  flow  the  dilute  sewage  cam  be  passed  through 


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the  treatment  plant  at  an  increased  rate  but  in  general  it 
would  be  unwise  to  attempt  to  treat  a flow  of  3,000,000  gallons 
daily  of  dilute  sewage  with  the  same  units  designed  for  1,000,000 
gallons  daily. 

The  mean  rate  of  flow  for  the  306  days  of  record  is 
1,354,000  gallons  per  day,  equivalent  to  66  gallons  per  capita 
daily  based  on  a tributary  population  of  20,610.  This  approxi- 
mation neglects  entirely  any  complications  due  to  the  effect  of 
the  University  of  Illinois  pumpage  or  to  the  absence  of  the 
student  population  over  a part  of  the  year. 

In  making  the  estimate  of  probable  sewage  flow  in 
1936  attention  must  be  given  to  the  fact  that  a part  o f the  I 

water  used  by  the  University  of  Illinois  goes  into  the  Champaign 
sewers  and  is  included  in  the  gagings  reported  by  the  Illinois 
State  Water  Survey,  Since  the  average  daily  use  of  v/ater  at 
the  University  is  444,CX)0  gallons  the  increment  in  flow  due  to 
a part  of  this,  is  worthy  of  especial  consideration.  In  order 
to  make  clear  the  effect  of  the  large  use  of  water  at  the  University 
it  is  necessary  to  segregate  this  item  from  the  rest  of  the 
Champaign  sewage  flow.  The  Superintendent  of  Buildings  at  the 
University  supplied  meter  readings  showing  the  amount  of  water 
pumped  by  the  University  plant  during  1921.  The  water  d.istr ibutior 
system  of  the  University  is  connected  through  a valve  v/ith  the 
distribution  system  of  the  Champaign  and  Urbana  water  company. 

Each  pumping  plant  can  increase  the  supply  of  the  other  in  time 
of  need  and  considerable  water  has  been  interchanged  in  this  way. 

The  meter  readings  previously  mentioned  were  corrected  by  the 


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15 


amount  of  water  thus  interchanged  in  order  to  give  the  true 
amount  of  the  use  of  water  at  the  University.  Table  13  shows 
the  amount  of  water  given  and  received  by  the  University 
pumping  plant.  Tables  11,  14  and  16  shoVv'  the  corrected  figures 
for  the  use  of  water  at  the  University.  Some  of  the  buildings 
on  the  University  campus  are  connected  to  the  Champaign  sewers 
and  the  rest  are  connected  to  the  Urbana  sewers.  The  Super- 
intendent of  Buildings  ordered  the  measurement  of  the  water 
used  by  each  building  in  order  to  enable  an  estimate  to  be 
made  of  the  probable  distribution  of  the  water  supply  between 
the  two  sewer  systems.  Table  17  shows  for  each  building  the 
observed  rates  of  flow  and  also  the  per  cent  of  the  mean  total 
rate  of  flow  for  the  tliree  weeks  of  record.  Meters  at  a few 
of  the  buildings  were  not  read  and  the  percentages  for  these 
buildings  were  estimated.  The  results  of  this  study  show  that 
of  the  total  water  supply  of  the  University  4-6. reaches  the 
Chairpaign  sewers,  39.3fo  reaches  the  Urbana  sewers,  and  14.7 
is  not  returned  to  the  sanitary  sewers.  That  part  of  the 
water  supply  not  returned  to  the  sanitary  sewers  includes  boiler 
make-up  water,  which  is  evaporated,  water  used  in  the  swimming 
pools  and  water  supplied  to  those  drinking  fountains  which 
axe  connected  to  the  storm  sewers.  The  University  campus  is 
'•veil  underdrained  by  storm  sewers.  During  the  year  of  1921, 
however,  very  little  water  was  used  for  sprinkling  the  campus. 

In  this  study  it  is  assumed  that  the  university 
students  are  distributed  between  Champaign  and  Urbana  in 
proportion  to  the  1920  census  population  61:39. 


It  is  also 


, w ' •-  I I 

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■'  ■'  '■  ^ ...  I , . «J  \':K’ %i‘  ■/^:'XV-' 

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l’^7 


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!*«! 


, • - - . .■.'J.*\:i^I  iU 


16 


assumed  that  infiltration  of  ground  water  into  the  sewers  will 
be  proportional  to  the  population,  that  the  rate  of  sewage  flow 
will  be  proportional  to  population  and  that  the  use  of  water 
at  the  University  will  increase  in  proportion  to  the  estimated 


enrollment.  To  estimate  the  rate  of  sewage  flow  in  the  future 
first  the  recorded  rate  of  flow  for  Champaign  must  be  corrected 
by  subtracting  46.0fc  of  the  use  of  water  at  the  University  for 
the  saine  period.  Then  to  this  corrected  rate  of  flow  a factor 
based  on  the  present  population  of  Champaign  and  the  future 
population  of  the  district  must  be  applied  and  to  this  product 
the  estimated  future  use  of  water  at  the  University  must  be 
added.  By  the  use  of  the  proper  factors  this  rr.ethod  will  give 
figures  for  any  particular  future  date.  The  method  may  be  made 
more  clear  by  the  following  sample  calculation. 


To  determine  the  mean  daily  rate  of  flow  for  the  year 

1936.  The  rate  for  1921  was  1.354  million  gallons  daily  from 

Champaign  with  a contributing  population  of  20,600.  Forty-six 

per  cent  of  .444  (the  mean  daily  use  of  water  at  the  University^ 

is  .205  million  gallons  daily.  The  corrected  rate  of  flow  from 

Champaign  is  1. 354-. 205  or  1.149  million  gallons  daily.  yor  1936 

the  rate  from  the  whole  area  of  the  sanitary  district, exclusive 

of  that  from  the  University  will  be  60.fi00  (i.i49)  or  3.38  million 

20 , 600 


gallons  daily,  and  from  the  University  will  be  19.000  ( 8‘=^3)(  444) 

8,000 

or  0.90  million  gallons  daily,  making  a total  rate  of  flow  from 
the  area  within  the  sanitary  district  of  3.38  + 0.90  or,  4.28 
million  gallons  daily.  The  factor  .853  is  the  proportion  of  the 
total  pumpage  going  into  the  sanitary  sewers. 


it- 


17 


Table  18  has  been  calculated  to  show  estimated  mean 
rates  of  flow  for  most  of  the  weeks  of  1946.  Since  fluctuations 
in  xlow  will  undoubtedly  not  occur  on  the  same  dates  as  those 
observed  in  1921  these  data  are  not  shown  in  graphical  form 
but  are  tabulated  to  give  some  idea  of  variations  reasonably 
to  be  expected.  For  example,  during  the  dry  part  of  the  summer 
a flow  as  low  as  2.5  million  gallons  daily  may  be  expected  while 
a wet  week  in  spring  may  show  a mean  rate  ox  flow  of  6.6  million 
gallons  daily.  Sixty  one  per  cent  of  the  mean  for  the  year 
or  2.6  million  gallons  daily  appears  to  be  a reasonable  value  for 
the  normal  rate  of  flow  during  dry  weeks  in  the  summer,  and  for 
similar  conditions  in  the  winter  82%  or  3.5  million  gallons 
daily  is  the  normal  rate  of  flow  for  domestic  sewage  only. 

*^^^Te  19  nas  been  calculated  to  show  variations  in 
flow  during  the  week  for  different  conditions.  Results  are  shown 
gpraphically  in  Plate  6,  It  is  to  be  noted  that  the  greatest 

flow  is  to  be  expected  on  Tuesday  unless  a heavy  rain  occurs  on 
some  other  day. 

In  estimating  variations  in  flow  throughout  the  day 
at  the  sewer  outlet  separate  estimates  of  flow  for  Champaign, 
Urbana  and  the  University  were  made.  It  was  assumed  that  2.0 
hours  are  required  for  sewage  to  flow  from  the  main  part  of 
Champaign  to  the  sewer  outlet;  that  sewage  from  the  University 
reaches  the  plant  0.4  hours  sooner  than  that  from  Champaign,  and 
that  sewage  from  Urbana  arrives  1.1  hours  sooner  than  that  from 
Champaign.  Table  20  shows  the  data  prepared.  To  make  the 


estimate,  ciirves  were  plotted  for  the  sewage  flow  from  each  of 


- I V .._  !l» 


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18 


the  three  sources  and  then  combined  by  graphical  addition  as 
shown,  for  a dry  winter’s  day  in  Plate  5.  The  effect  of  thus 
combining  the  curves  is  to  flatten  out  the  hourly  variations  in 
flow  to  be  expected.  The  two  other  curves  showing  the  1936 
estimate  on  Plate  5 were  gotten  in  the  same  manner  but  the  three 
original  curves  are  omitted  to  avoid  crowding  the  sheet.  The 
results  01  this  study  of  quantity  of  sev^age  showing  observed 
conditions  in  1921  and  estimated  conditions  for  1936  and  1946  are 
shown  immediately  below. 


Year 

Popul  at  ion 
U.  S.  Census 

Student 

Total 

A V. Rate  of  Flow 
Gal  .per capita 
daily. 

1921 

16,220 

4,  390 

20 , 610 

65,7 

1936 

41,60C 

19,000 

60,600 

70.7 

1946 

51,200 

21,000 

72,200 

69.6 

Rate  of 

Iv'Iill  ion 


Flow 
Gallons  Daily 


Per  Cent  of 


Minimum 

Average 

Maximum 

Mininum 

Average 

Maxi 

1921 

.300 

1.354 

2.930 

22.2 

100 

217 

1936 

1.03 

4.28 

8.41 

24.1 

100 

197 

1946 

1.26 

5,02 

9.50 

25.1 

ICO 

189 

The  minimum  and  maximum  rates  are  for  one  hour  only, 
i* or  1936  the  absolute  values  for  the  maximum  and  minimum  rates  of 
xlow  Were  estimated  from  the  curves  showing  daily  variations 
(Plate  5).  The  maxirmm  being  taken  as  that  shown  for  a wet  day 
and  the  mininum  as  three  fourths  that  shown  for  a typical  dry 
summer’s  day.  From  these  absolute  values  the  ratios  to  the  average 
were  calculated,  por  1946  the  ratios  of  maximum  to  average  and 
average  to  mininum  were  calculated  from  those  of  1936  on  the 
assumption  that  these  ratios  would  change  in  inverse  proportion 


/*ri" ' ' Tihistf  Jmi  j 


19 


to  the  fifth  root  of  the  tributary  population  in  thousands. 
(Sewerage  and  Sewage  Treatn:ent  by  H.  E.  Babbitt,  1922,  p.36), 
i*'rora  these  ratios  the  absolute  values  for  maximum  and  minimum 
were  calculated. 

The  variation  in  the  values  for  the  rate  of  flow  in 
gallons  per  capita  daily  is  due  to  dealing  with  the  University 
pumpage  separately. 

The  estimates  of  infiltration  of  ground  water  and 
storm  water  to  be  provided  for  as  developed  here  may  be  looked 
on  as  conservative.  The  city  of  Champaign  is  now  planning  a 
comprehensive  system  of  storm  sewers  which  will  take  a part 
of  the  storm  water  load  from  the  present  system  of  sanitary 
sewers  in  Champaign. 

Quantity  of  sewage  as  here  estimated  is  an  important 
factor  in  the  determination  of  the  kind  and  extent  of  sewage 
treatment  to  be  provided.  The  rate  of  flow  however  must  be 
considered  in  relation  to  the  quality  of  the  sewage  as  well. 

The  critical  condition  with  regard  to  dissolved  oxygen 
content  dovmstream  in  the  Salt  Fork  occurs  when  a period  of  lov; 
flow  in  the  Salt  pork  coincides  with  the  discharge  of  a large 
volume  of  strong  sewage  at  the  sewer  outlet.  An  attempt  is 
here  made  to  bring  out  any  relation  existing  between  the  rate  of 
sewage  flow  and  the  strength  of  the  sewage.  The  strength  of  the 
sewage  is  expressed  by  an  abstract  number  which  is  the  strength 
index.  For  any  particular  sewage  it  is  calculated  from  the 
chemical  analysis  of  that  sewage.  The  strength  index  is  the 
product  of  four  quantities,  namely,  the  results  of  the  tests  for 


V » ■••  fjfi.  :-s  V • i'4f>v.^w^rW--i,i/kiv.ijU  «5r4t>';M  - 

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20 


oxygen  consumed,  total  residue,  chloride  and  the  sum  of  the 
results  of  the  tests  for  amconia  nitrogen  and  organic  nitrogen. 

In  Table  5 column  6 gives  the  strength  index  for  each  of  the 
fifteen  groups  of  sewage  analyses.  Plate  8 shows  this  strength 
index  plotted  against  the  rate  of  flow  expressed  as  a percentage 
of  the  mean  for  the  year.  In  general  some  sort  of  relation 
seems  to  exist  between  the  rate  of  sewage  flow  and  the  strength 
of  the  sew'age. 

This  study  of  the  quantity  of  sewage  indicates  that 
in  1936  an  average  rate  of  flow  of  4.28  million  gallons  daily 
is  to  be  expected.  This  average  rate  of  flow  is  the  equivalent  of 
70.7  gallons  per  capita  daily  from  a population  of  60,600.  The 
rate  of  flov/  bears  some  relation  to  the  difficulty  with  which 
the  sewage  can  be  treated,  < 

Chapter  VI. 

DISCUSSION  OF  METHODS  OF  DISPOSE. L 

The  method  of  disposal  to  be  adopted  for  this 
community  should  be  the  one  which  will  produce  the  desired 
result  with  the  lowest  total  cost.  Both  the  required  degree  of 
treatment  and  its  total  cost  depend  upon  local  conditions.  In 
Chapter  IV  it  was  stated  that  no  putrefaction  should  be 

permitted  to  take  place  in  the  Salt  Fork  for  25  miles  below 
the  sewer  outlet.  There  are  a number  of  methods  or  combinations 
of  methods  of  sewage  disposal  which  can  be  relied  on  with  a 

reasonable  degree  of  certainty,  to  give  this  result.  Of  these 
different  methods  of  disposal  three  different  combinations  have 


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21 


been  found  in  practice  to  give  satisfactory  results  under 
conditions  similar  to  those  obtained  here.  These  combinations 
of  methods  have  been  chosen  for  special  consideration  and  are: 

(1)  medium  screening  and  activated  sludge;  (2)  medium  screening, 
imhoff  tanks,  trickling  filters  and  secondary  sedimentation; 

(3)  coarse  screening,  fine  screening,  trickling  filters  and 
secondary  sedimentation. 

The  degree  and  duration  of  treatment  required  have 
been  studied  on  the  basis  of  dilution  requirements.  Hazen* s 
formula  represents  the  degree  of  dilution  required  to  oxidize 
sewage  and  prevent  nuisance.  The  formula  is  usually  expressed 
as 

D 

0 

in  which  0 is  the  amount  of  dissolved  oxygen  in  the  water  in 
parts  per  million,  m is  the  result  of  the  oxygen  consumed  test, 
expressed  in  parts  per  million,  and  F is  a factor  depending 
upon  the  method  used  for  determining  the  oxygen  consumed  and 
which  is  approximately  2.0  for  the  30  minute  test  used  by  the 
State  VJater  Survey, 

plate  9 shows  estimated  variations  by  months  in  the 
water  temperature  in  Salt  Fork,  the  dissolved  oxygen  content 
(70fc  saturation),  the  rate  of  flow,  and  the  rate  of  flow  of 
diluting  water  required. 

Table  22  has  been  prepared  to  show  variations  in 

dilution  requirements  by  months. ’‘‘Efficient  sedimentation  will  re- 
duce the  dilution  requirement  of  a sewage  by  30f  . 

* Report  on  Sewage  Works  Operation  to  the  Sanitary  Engineering 
Section  of  the  American  Public  Health  Association, Oct . 1919 . 


22 


fine  screening  should  remove  30^  of  the  suspended 
solids  in  a sevyage.^  Since  about  half  of  the  organic  matter 
in  ordinary  sewage  is  in  suspension,  fine  screening  should 
remove  15%  of  the  total  organic  matter.  Fine  screening  should, 
therefore,  reduce  dilution  requirements  by  15%.  In  general  the 
results  of  the  application  of  Hazen* s formula  in  the  development 
of  Table  22  appear  entirely  reasonable.  The  table  shows  that  for 
one  month  each  year  no  treatment  is  necessary.  Proper  sedimenta- 
tion will  give  an  effluent  'Which  can  be  cared  for  by  the  stream 
four  months  each  year.  Effective  screening  on  the  other  hand 
vyill  not  add  materially  to  the  time  during  the  year  when  no 
further  treatment  is  required.  The  treatment  to  follow  either 
of  these  preliminary  processes  must  be  capable  of  changing  a 
daily  sewage  flow  of  4,000,000  gallons  of  strength  index  230, 
to  a stable  effluent.  The  supplementary  treatment,  following 
either  of  the  two  preliminary  processes,  will  be  working  nearly 
to  capacity  during  August,  September  and  October.  If  preliminary 
sedimentation  is  used,  the  additional  treatment  will  operate  on 
an  average  at  70%  of  full  rated  load  for  the  eight  months  each 
year  when  further  treatment  is  required,  if  preliminary  screening 
is  used  the  supplementary  treatment  v;ill  operate  on  an  average 
at  58%  01  full  rated  load  for  the  eleven  months  each  year  when 
it  is  required. 

The  activated  sludge  process  when  operating  with  St 
sewage  vyhich  has  been  subjected  to  medium  screening  with  no 

’ C.H.Hurd  in  Engineering  News-Record,  Vol.88,p.484,1922. 

Kenneth  Allen  in  Transactions  of  the  American  Society  of  Civil 

Engineers,  Vol.  78,  p.950,  1915. 


23 


appreciable  reduction  in  oxygen  demand  would  operate  on  an 
average  at  65  per  cent  of  full  rated  load  for  the  eleven  months 
of  the  year  when  it  is  required. 

The  activated  sludge  process  is  one  of  the  newer 
processes  of  sewage  treatment  ^vhich  has  attracted  considerable 
attention.  It  is  essentially  an  aeration  process  depending 
upon  the  continuous  bubbling  of  air  through  the  sewage  while  it 
is  carrying  a proportion  of  biologically  active  sludge  in 
suspension.  Domestic  sewage  should  be  passed  through  a medium 
screen  before  treatment  by  this  process,  in  order  to  remove 
coarse  suspended  matter.  This  method  of  sevjage  treatment  will 
produce  a clear , sparkling,  non-putrescible  effluent.  If  desired 
ho'vTever  a lesser  degree  of  purification  may  be  effected  in  order 
to  make  use  of  available  diluting  water,  A point  which  may  assume 
considerable  importance  is  that  this  process  conserves  the 
nitrogen  in  the  sewage.  At  the  present  time  the  sludge  formed 
has  some  value.  A properly  operated  plant  is  entirely  free  from 
unpleasant  odors. ,Thls  fact  is  not  of  great  importance  in  connect- 
ion with  the  problem  under  consideration  on  account  of  the 
isolated  location  of  the  proposed  treatment  site.  But  little 
head  is  lost  in  the  passage  of  sewage  through  an  activated 
sludge  plant.  The  head  available  at  the  proposed  treatment  site 
is  more  than  sufficient  for  an  activated  sludge  installation 
and  the  sewage  could  be  treated  without  pumping.  The  experimental 
work  done  by  the  Illinois  State  Water  Survey  has  demonstrated 
conclusively  ths.t  Champaig'n' s sewage  caii  be  treated  successfully 
by  the  activated  sludge  process.  Perhaps  the  greatest  disadvantage 


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of  this  process,  especially  from  the  point  of  view  of  the  small 
plant  is  that  it  is  complicated  and  requires  expert  management. 
The  sludge  formed  must  be  disposed  of  soon  after  removal  from 
the  tank  or  a nuisance  will  result.  The  reduction  of  this  sludge 
to  a marketable  condition  is  difficult  and  disposal  by  simpler 
methods  requires  considerable  land  area.  In  general  the  instal- 
lation cost  of  an  activated  sludgje  plant  is  low  and  the  cost  of 
operation  is  high. 

The  use  of  Imhoff  tanks  and  trickling  filters  is  the 
second  method  considered. Sedimentation  in  imhoff  tanks  is  a 
common  means  of  removing  part  of  the  solid  matter  suspended  in 
sewage.  The  removal  of  a part  of  this  suspended  matter  is  a 
necessary  precedent  to  satisfactory  treatment  by  a trickling 
filter.  An  imhoff  tank  when  properly  operating  removes  a large 
part  of  the  settleable  matter  from  sewage  in  a relatively  short 
time,  and  delivers  an  effluent  which  is  comparatively  fresh.  The 
sludge  accumulating  in  the  lower  compartment  of  the  tank  is 
given  ample  time  fcr  digestion,  is  reduced  considerably  in 
volume,  and  when  well  ripened  is  not  particularly  difficult 
of  disposal,  imhoff  tanks  are  commonly  built  with  a total  depth 
of  from  25  to  35  feet.  The  greater  depths  give  a sludge  which 
is  easier  to  handle  and  dries  more  rapidly.  The  difficulty  and 
expense  of  construction  are  important  factors  in  determining  the 
depth  adopted.  For  this  installation  deep  tanks  would  be 
desirable  in  order  to  lighten  the  difficulty  of  sludge  disposal 
due  to  the  damp  climate  and  comparatively  light  soil.  Imhoff 
tank  treatment  effects  a considerable  reduction  in  the  oxygen 
demand  of  the  applied  sewage.  It  was  brought  out  in  connection 


1 


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25 


with  Table  22  that  this  treatment  alone  would  suffice  for  four 
months  out  of  the  year.  This  means  that  by  the  use  of  Imhoff 
tanks  the  sewage  can  be  treated  without  pumping  for  one  third  of 
the  time,  imhoff  tanks  when  properly  operating  require  very 
little  attention.  It  is  desirable,  however,  that  an  attendent 
should  inspect  them  at  least  twice  a day  in  order  to  prevent 
too  much  scum  from  clogging  the  gas  vents  and  to  keep  the  slots 
open  to  the  sludge  chamber. 

The  third  method  of  treatment  considered  involves  the 
use  of  fine  screening  instead  of  sedimentation  in  Imhoff  tanks. 
Fine  screening  is  another  means  of  removing  solid  matter  from 
sewage.  This  is  a method  of  treatment  which  appeals  to  the 
popular  mind  and  it  alone  might  be  sufficient  to  stop  temporarily 
all  complaiEits  from  land  owners  below  the  sewer  outlet.  Fine 
screening  is  usually  adopted  as  an  alternative  to  sedimentation 
where  land  values  are  high  or  where  the  excavation  for  tanks 
is  expensive  , Neither  of  these  considerations  obtains  here. 

A fine  screen  plant  would  require  constant  attention  and  power 
for  operation.  It  would  be  necessary  to  provide  for  prompt 
disposal  of  the  screenings.  At  a small  plant  such  as  the  one 
under  consideration  this  would  mean  that  small  quantities  of 
screenings  would  be  demanding  attention  at  frequent  intervals. 

For  satisfactory  treatment,  as  previously  outlined  it  would  be 
necessary  to  pump  the  sewage  from  the  screens  to  further  treatment 
during  eleven  months  of  the  year. 

The  trickling  filter  as  a means  of  final  treatment 
should  be  entirely  satisfactory  for  this  installation,  from 


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26 


every  point  of  view  except  that  of  cost.  The  cost  due  to  the  price 
of  material  will  be  especially  high  here.  This  method  of 
treatment  Involves  a large  loss  of  head  through  the  plant.  This 
loss  of  head  is  considerably  more  than  the  head  available  at 
the  proposed  treatment  site  and  therefore  all  of  the  sewage 
treated  on  the  trickling  filter  would  have  to  be  pumped.  Among 
minor  disadvantages  may  be  noted  nuisances  due  to  odors  and  to 
flies  which  swarm  about  the  filters  in  hot  weather.  The  sewage 
from  Champaign  and  Urbana  will  reach  the  point  of  disposal  in 
such  fresh  condition  that  markedly  bad  odors  are  not  to  be 
expected.  This  method  of  treatment  requires  much  less  land 
area  than  other  methods  of  oxidation  involving  filtration.  An 
acre  of  trickling  filter  will  treat  about  as  much  sewage  as  70 
acres  of  intermittent  sand  filter.  It  is  worth  noting  that  the 
effluent  of  the  trickling  filter  is  inferior  in  quality  to 
that  of  the  sand  filter.  For  the  case  under  consideration  the 
sand  filter  ‘would  give  an  effluent  of  an  unnecessarily  high  degree 
of  purity.  The  trickling  filter  is  an  old  and  tried  method  of 
sewage  treatment  and  is  entirely  reliable.  When  followed  by 
secondary  sedimentation  it  is  able  to  give  an  effluent  which  ‘will 
require  no  dilution.*  The  cost  of  pumping  will  be  the  chief 
operating  cost.  The  choice  between  the  adoption  of  the  trickling 
filter  and  the  activated  sludge  process  must  be  made  entirely 

from  a consideration  of  relative  costs. 

The  use  of  fine  screening  as  a preliminary  treatment 

has  been  dropped  from  consideration  in  the  comparison  of  costs 

which  follows.  As  brought  out  in  a previous  paragraph  fine 

News  Record, Oct, 191S,Vol. 84,  p.  1161. Report  on  Sewage  VJorks 
Operation.  American  Public  Health  Association. 


m-y  : . 

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27 


soreenino’  is  particulaxly  adapted  to  certain  definite  conditions 
which  do  not  obtain  here.  The  adoption  of  fine  screening  as  a 
preliminary  to  filtration  would  increase  the  period  of  pumping 
from  8 to  11  months  yearly  and  thus  add  unnecessarily  to  the 
cost  of  operation. 

Table  23  has  been  prepared  to  show  the  estimated  cost 
of  sewage  treatment  by  Irnhoff  tanks  and  sprinkling  filters,  and 
the  cost  of  treatment  by  the  activated  sludge  process.  This 
table  is  based  largely  on  data  given  by  Mr.  Hc-P.Eddy  in  the 
Engineering  Record,  Vol.74,  p.557,  1916.  His  data  are  listed 
in  the  lower  part  of  the  table.  He  estimated  power  for  the 
activated  sludge  process  to  cost  lj6  per  kilowatt  hour.  In  this 
study  power  has  been  estimated  at  5/6  per  kilov/att  hour.  This 
is  a probable  minimum  figure  for  the  vicinity  of  Champaign  and 
Urbana.  In  estimating  activated  sludge  power  coats  it  was 
assumed  that  1.5  cubic  feet  of  air  at  a pressure  of  7 1/2  pounds 
per  square  inch  would  be  required  for  complete  treatment  of  one 
gallon  of  sewage.  Since  sufficient  diluting  water  is  available 
to  make  complete  treatment  unnecessary  during  the  greater  part 
of  the  year,  65  per  cent  of  1.5  gallons  or  .98  gallon  was 
taken  as  the  average  amount  of  air  to  be  required  per  gallon 
during  eleven  months  of  the  year  when  the  plant  is  to  be  in 
operation.  See  column  11,  Table  22, 

If  Irnhoff  tanks  and  trickling  filters  are  installed 
the  tanks  alone  will  be  expected  to  give  the  sewage  sufficient 
treatment  during  three  months  of  heavy  sewage  flow.  During  the 
months  when  the  trickling  fiters  will  be  most  needed  the  rate 
of  sewage  flow  win  be  less  than  during  the  months  when  consider- 


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28 


able  diluting  water  is  available,  For  this  reason  the  laihoff 
tanks  should  be  designed  for  a greater  rate  of  flow  than  the 
sprinkling  filters.  This  requires  that  in  the  comparative  cost 
estimate  a distribution  of  cost  must  be  made  between  the  Imhoff 
tanks  and  the  trickling  filters.  The  distribution  of  first  cost 
was  made  from  cost  data  on  the  Fitchburg,  Mass,  plant,  given 
in  American  Sewerage  Tractive,  Vol  3,  p.6l9.  The  distribution 
of  operating  cost  was  made  roughly  from  cost  data  on  a vertical 
flov/  sedimentation  and  trickling  filter  installation  at  Glovers- 
ville,  N.Y.*-  Power  for  pumping  was  estimated  at  bfi  per  kilowatt 
hour. 

In  figuring  fixed  charges  the  interest  rate  was  taken 
as  5 per  cent  and  the  useful  life  of  the  plant  as  17  years.  The 
annual  rate  of  depreciation  corresponding  to  this  interest  rate 
and  plant  life  is  about  4 per  cent,  making  the  total  fixed 
charges  on  capital  equal  to  9 per  cent  annually. 

This  cost  comparison  shows  clearly  that  the  activated 
sludge  process  is  financially  inferior  to  an  Imhoff  tank  and 
trickling  filter  installation  for  sewage  treatment  at  Champaign 
and  Urbana. 

Chapter  VIT. 

THE  ADOPTED  IvIETHOD 

In  the  previous  chapter  it  was  shown  that  sewage 
treatment  by  coarse  screening,  Imhoff  tanks  and  trickling  filters 
was  particularly  adapted  to  local  conditions.  In  this  chapter 

* American  Sewerage  Practice.  Vol -3,  p.624,  1916. 


I 


29 


a preliminary  design  of  such  a plant  will  be  developed.  General 
design  data  for  1936  conditions  are  as  follows: 

(1)  Population  (including  19,000  student s) ... .60,600 


(2)  Sewage  Flow,  million  gallons  daily 

Average 4.28 

Maximum. 8,41 

Minimum 1.05 

Maximum  Dry  weather ,5.00 

(5)  Topography  Flat 

(4)  Soil  at  Plant 

Ordinary  Glacial  Till 10? 

Water  Bearing  Gravel 1,' 

Compact  Yellow  Clay 8? 

(5)  Elevations  to  111. State  Water  Survey  Datum 

General  Ground  Surface 95.0 

Salt  Fork. . 

Normal  Low  Water 86,5 

High  Water 97.  o 

Sewer  at  Inlet  to  Plant* ....... .95, 0 

(6)  Diameter  of  Inlet  Sewer 27" 


For  1946  the  rate  of  sewage  flov/  is  estimated  to  be 
5,02  million  gsllons  daily  or  117  per  cent  of  the  average  for 
1956, 

Plate  10  shows  a map  of  the  adopted  disposal  site  and 
also  shows  the  general  layout  suggested  for  the  sewage  treatment 
plant. 


The  raw  seweige  upon  entering  the  plant  is  to  pass 
through  a bar  screen.  The  maximum  velocity  in  the  screen  chamber 
is  to  be  1,5  feet  per  second.  At  the  screen  chamber  provision 
should  be  made  for  by -passing  all  of  the  influent  sewage. 

After  screening  the  sewage  is  to  go  to  the  Imhoff 
tanks.  Since  the  tank  treatment  is  to  be  the  only  treatment 
provided  during  three  months  of  the  year  the  tanks  should  be 


10 

designed  for  the  greatest  average  rate  of  flow  for  one  of 
those  months  or  6.1  million  gallons  daily.  Four  tanks  are 
designed,  each  to  have  a capacity  of  1.525  million  gallons 
daily,  A retention  period  of  2.5  hours  is  used.  The  required 
capacity  of  the  sedimentation  chamber  is  159,000  gallons.  The 
Imhoff  tanks  are  to  be  rectangular,  longitudinal  flow  tanks, 

90  feet  long.  The  average  velocity  of  flow  will  be  0.60  feet 
per  minute.  At  times  of  maximum  flow  the  velocity  will  be 
0,8b  feet  per  minute.  The  sedimentation  capacity  is  to  be 
provided  by  three  flowing  through  channels,  each  9.2  feet  wide 
with  a depth  at  the  side  of  5.1  feet  and  with  the  inclined 
sides  of  the  bottom  sloping  1.5  vertical  to  l horizontal. 

Two  scum  chambers,  2.7  feet  wide,  are  to  be  provided  between  the 
flowing  through  channels.  The  total  horizontal  area  of  these 
scum  chambers  is  to  be  made  equal  to  one  quarter  of  the  area 
of  the  sludge  digestion  chamber.  Sludge  digestion  space  is  to 
be  provided  in  three  hoppers.  In  transverse  section,  these 
hoppers  are  to  be  20.8  feet  wide  at  the  top,  0.8  feet  wide  at 
the  bottom,  and  -with  sides  sloping  1 vertical  to  1 horiz^ontal. 
The  sludge  storage  volume  is  to  extend  upward  1 foot  above 
the  sloping  sides  of  the  hopper.  This  will  allovir  18  inches 
vertical  clearance  between  the  lip  of  the  slot  in  the  flowing 

through  channel  and  the  top  of  the  sludge  storage  space.  The 
volume  thus  provided  will  be  equal  to  8b20  cubic  feet.  This 
will  provide  storage  for  157  days  at  the  rate  of  .0035  cubic 
feet  of  sludge  per  capita  daily. 

The  total  inside  depth  of  each  sedimentation  chamber 


31 


is  to  be  12.0  feet  and  the  total  inside  depth  of  the  'tank  is  to 
be  26,0  feet.  The  normal  water  surface  is  to  be  at  elevation  95,0 
About  a foot  freeboard  should  be  allowed  above  this.  The  influent 
sewage  is  to  enter  through  submerged  gates,  one  at  the  end  of 
each  flowing  through  channel  and  the  effluent  is  to  pass  over 
weirs  the  width  of  the  flowing  through  channels.  If  the  tops  of 
the  tank  walls  are  set  at  elevation  96.0  the  tanks  will  probably 
be  flooded  by  the  Salt  Fork  occasionally.  In  the  general  layout 
space  is  to  be  left  for  one  more  tank  to  provide  for  enlargement 
to  meet  1946  conditions.  Sludge  is  to  be  pumped  from  the  ta  nks 
through  an  8 inch  pipe  by  the  use  of  an  air  lift.  If  the  sludge 
is  lifted  to  a distribution  tower  7,5  feet  above  normal  v;ater 
level  in  the  tank  it  can  be  directed  by  gravity  to  any  part  of 
the  sludge  drying  beds. 

The  sludge  drying  beds  are  designed  on  the  basis 
of  350  square  feet  of  surface  per  thousand  population  contribut- 
ing for  Imhoff  sludge  and  on  the  basis  of  100  square  feet  per 
thousand  population  for  secondary  tank  sludge.  It  is  thought 
best  to  build  the  sludge  beds  large  enough  to  meet  1946  condi- 
tions since  a large  part  of  the  work  is  earthwork  best  done 
while  the  major  job  is  in  progress  and  since  the  allowances  made 
for  sludge  drying  area  are  uncertain  at  best.  An  area  of  31,400 
square  feet  or  0.72  acres  is  to  be  provided.  The  beds  are  to 
consist  of  6 inches  of  1 inch  crushed  stone  overlain  by  10  inches 
of  fine  gravel.  The  sludge  drying  beds  are  to  be  underdrained  by 
8 inch  tiles  laid  in  rov/s  10  feet  apart. 

The  surface  of  the  beds  is  to  be  at  elevation  96.3* 

They  are  to  be  surrounded  by  an  ear  them  embankment  two  feet 

wide  at  the  top  (,elev.38.0)  with  side  slopes  2 horizontal  to 


C'.J 


32 


1 vertical.  The  effluent  of  the  sludge  drying  beds  is  to  be  passed 
through  the  secondary  sedimentation  tanks. 

The  effluent  of  the  Imhoff  tanks  must  be  pumped 
before  it  can  be  treated  on  the  trickling  filter.  Since  the 
greatest  rates  of  sevJage  flow  occur  only  after  a rain  a portion 
of  these  greatest  sewage  flows  may  be  by-passed  to  the  Salt 
Fork  after  sedimentation,  without  the  necessity  for  further 
treatment.  An  overflo??  weir  about  20  feet  long  will  be  placed 
between  the  effluent  channel  of  the  Imhoff  tanks  and  the 
suction  well.  This  overflow  should  be  set  to  by-pass  any  excess 
over  5.2  million  gallons  daily.  The  maximum  dry  weather  flow  is 
estimated  to  be  5,0  million  gallons  daily.  On  account  of  the 
use  of  the  overflow,  the  amount  of  settled  sewage  pumped  and 
treated  will  be  less  than  the  average  for  the  months  considered. 

Of  greater  importance  is  the  fact  that  by  the  use  of  the  overflow 
weir  a less  flexible  pumping  plant  may  be  installed  than  if  the 
pumps  were  required  to  handle  the  greatest  rates  of  flow  occurr- 
ing, and  that  the  trickling  filter  may  be  operated  at  a more 
nearly  uniform  rate. 

The  partially  treated  sewage  flowing  below  the  crest 
of  the  overflow  weir  will  go  to  the  suction  well.  This  wet 
well  will  be  7 feet  deep  below  the  high  water  level  at  elevation 
94.50.  In  plan  the  well  is  to  be  12  feet  by  17  feet  with  a 
capacity  of  7650  gallons.  The  ends  of  the  suction  pipes  are  to 
be  set  2 feet  above  the  floor  of  the  suction  well.  The  suction 
well  is  to  be  the  basement  of  part  of  a building  housing  an 
office  and  laboratory,  and  the  room  containing  the  pumping 
machinery.  The  room  for  office  and  laboratory  purposes  is  to  be 


i 


.1 

■| 


53 


12  feet  by  17  feet  with  its  floor  at  elevation  98,00.  The  -p\mp 
room  v/iii  be  17  feet  by  25  feet.  The  floor  of  the  pump  room 
is  to  be  at  elevation  93,00  which  w'ill  permit  the  pumos  to  be 
self-priming. 

There  will  be  four  8 inch  centrifugal  pumps,  each 
direct  connected  to  a 10  horse  povier  alternating  current  motor. 
Each  unit  is  to  run  at  1150  R.P.M.  with  a rated  capacity  of 
1200  gallons  per  minute.  The  combined  capacity  of  3 of  these 
units  is  to  be  5,2  million  gallons  daily.  All  4 units  will  have 
a combined  capacity  of  6.9  million  gallons  daily.  The  pumps  are 
to  work  against  a total  head  of  20.5  feet.  The  actual  vertical 
lift  will  be  13,5  feet. 

Four  dosing  tanks  will  be  used.  Since  all  the 
sewage  to  be  treated  on  the  trickling  filter  must  first  be 
passed  through  the  dosing  tanks  the  same  rate  of  flow  is  assumed 
in  the  design  of  both  the  filter  and  the  tanks.  The  trickling 
filter  will  be  operating  at  full  load  for  only  a part  of  the 
time  and  therefore  need  be  designed  only  for  the  average  monthly 
rate  occurring  when  the  available  dilution  v/ill  probably  be  the 
lowest  - that  is  in  September  or  October.  Therefore  a rate  of 
4,0  million  gallons  daily  is  used  in  the  design  both  of  the 

trickling  filter  and  of  the  dosing  tanks.  The  maximum  rate  of 
ilow  will  be  5,2  million  gallons  daily.  The  dosing  tanks  are  to 
be  right  truncated  pyramids  whose  elements  make  a 45  degree 
angle  with  the  base.  At  the  bottom  the  tanks  are  to  be  square, 
8.2  feet  on  a side,  and  at  the  top  they  are  to  be  18.2  feet  on 
a side.  There  is  to  be  5.0  feet  of  water  in  the  tanks  when  full 


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54 


giving  each  tank  a capacity  of  6950  gallons.  The  bottono  of  each 
dosing  tank  is  to  be  set  at  an  elevation  3.0  feet  higher 
than  the  sprinkling  nozzles.  These  tanks  are  designed  for  five 
minutes  dosing  and  ten  minutes  resting.  The  rate  of  flow  to 
each  tank  will  be  1,55  cubic  feet  per  second.  Each  tank  is  to 
be  emptied  through  a 12  inch  intermittent  siphon.  These  dosing 
tanks  are  to  be  grouped  together  under  the  same  roof.  Space 
should  be  left  for  the  construction  of  two  more  such  tanks. 

The  pumps  v;ill  raise  the  settled  sewage  to  the 
dosing  thinks,  from  which  the  sewage  will  be  discharged  inter- 
mittently to  the  trickling  filter.  The  trickling  filter  is  to 
be  of  1 inch  crushed  rock  placed  6,0  feet  deep  over  a porous 
false  floor.  The  filter  is  designed  to  operate  at  a rate  of 
1,200,000  gallons  per  acre  per  day.  This  rate  is  the  equivalent 
of  124  gallons  per  cubic  yard  per  day  or  of  3,070  persons  per 
acre  per  foot  in  depth,  145,200  square  feet  (5,55  acres)  will 
be  required  to  treat  4 million  gallons  daily.  This  area  is  to  be 
arranged  in  a rectangular  shape.  The  sewage  is  to  be  applied 
intermittently  to  this  filter  through  Taylor  circular  spray 
sprinkling  nozzles.  The  head  on  the  nozzles  is  to  vary  from  5.0 
feet  to  aero.  In  laying  out  the  shape  of  the  trickling  filter 
bed  provision  was  made  for  the  use  of  half  nozzles  in  the 
marginal  rows  and  for  a margin  of  two  feet  betv/een  these  rows 
of  half  nozzles  and  the  edge  of  the  filter.  If  15  rows  of  44 
whole  nozzles  and  2 rows  of  44  half  nozzles  are  used  an  area 
of  145,000.  square  feet  will  be  served.  Six  hundred  sixty  whole 
nozzles  will  be  required.  These  nozzles  are  to  be  set  6 inches 
above  the  surface  of  the  filter. 


Each  dosing  tank  applies  sev/age  to  a paxticular 
quarter  of  the  trickling  filter  area.  The  layout  of  the 
distribution  system  is  shown  on  Plate  11. 

The  effluent  is  removed  from  the  trickling  filter 
through  three  main  underdrains  running  lengthwise  of  the 
filter  on  a slope  of  0,2  per  cent.  The  short  lateral  drains 

are  built  on  a slope  of  1 per  cent.  The  floor  of  the  filter  is 
divided  into  168  small  drainage  areas  each  served  by  a short 
lateral  drain.  The  layout  of  the  collection  system  is  shown 
in  Plate  11.  The  head  lost  through  the  collection  system  is 
5,90  feet. 

On  the  general  plan  an  area  174  feet  by  217  feet 
is  reserved  for  a future  addition  to  the  sprinkling  filter 
installation. 

The  effluent  from  the  trickling  filters  is  to  be 
passed  through  two  secondary  sedimentation  tanks  operated  in 
parallel.  These  tanks  are  designed  for  an  average  rate  of  flo7/ 
of  four  million  gallons  daily  and  a retention  period  of  three 
hours.  Six  thousand  cubic  feet  of  sludge  storage  is  provided 
for.  This  gives  approximately  six  v/eeks  sludge  storage  at  a 
rate  of  accui?5ul  at  ion  of  55  feet  of  sludge  per  million  gallons 
of  filter  effluent.  The  tanks  are  to  be  8,0  feet  deep  exclusive 

of  sludge  storage  which  is  provided  for  in  the  bottom  'Which 

slopes  to  a central  sump.  The  tanks  are  46  feet  wide,  31  feet 
long  and  are  each  divided  by  one  longitudinal  baffle.  The 

average  velocity  of  flo;v  is  .68  feet  per  minute.  On  the  general 
plan  room  is  left  for  a tank  25  feet  v;ide  to  be  installed  when 


needed. 


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36 


The  effluent  from  the  secondary  sedimentation 
tanks  should  be  of  a (quality  such  as  to  reqidre  no  diluting 
water . 


Elevations  at  the  plant  are  : 


El. 

Head  lost 

Invert  at  Screen  Chamber 

95.00 

High  Water  Line  at  Screen  Chamber 

97.25 

2.25 

Imhoff  Tank 

95.00 

0.50 

Suction  W'ell 

94.50 

-16 . 50 

Dosing  Tank  (full) 

111.00 

8.00 

Nozzles  of  Trickling  Filter 

103.00 

10.50 

Flow  Line  Jjfain  Under-Drain 

92.50 

.50 

" Secondary  Tank 

92.00 

Salt  Fork 

Normal  Low  Water 

b6 . 3 

High  Water 

97.0 

Surface  ofSludge  Drying  Beds 

96.  3 

II  « Trickling  Filter 

102.5 

PuiTip  Room  Floor 

93.0 

Floor  of  Suction  Well 

67.5 

Office  Floor 

98.0 

The  secondary  tanks  will  be  flooded  at  intervals 
and  the  Imhoff  tanks  will  be  flooded  more  rarely. 

Plate  10  shows  the  general  layout  of  the  treatment 
plant.  Plate  12  shows  a plan  of  the  Imhoff  tanks,  pumphouse 
and  dosing  tanks  and  shows  a section  through  this  part  of  the 
plant.  Plate  13  shows  part  of  the  sludge  drying  beds  and 
shows  the  secondary  tanks.  Plate  11  shows  the  distribution 
system  and  the  collection  system  of  the  trickling  filter. 

Plate  14  shows  a section  of  a portion  of  the  trickling  filter. 

It  is  planned  to  provide  a residence  at  the  plant 
for  the  operator  in  charge.  Somewhat  more  than  on  acre  of 
ground  is  left  for  this  purpose. 

The  following  is  an  estimate  of  the  probable  cost 

of  a sewage  treatment  plant  such  as  has  been  described. An 


27 


attempt  has  been  made  to  bring  published  unit  construction 
costs  up  to  date  by  the  use  of  index  numbers.  An  index  number 
of  115  has  been  taken  for  the  first  part  of  1916,*  Engineering- 
ond  Contracting  gives  153  as  the  index  to  the  same  base,  for 
March  1933.  An  estimating  prices  from  1916  figures  a ratio 
of  1, 32  has  been  used.  Most  of  the  unit  prices  given  below 
have  been  estimated  from  data  in  "American  Sewerage  Practice". 
Vol.III.  Prices  on  pumping  machinery  were  estimated  from 
data  furnished  by  the  manufacturers,  . 

FIRST  COST  OF  PLANT. 

Imhoff  Tanks:  6.1  million  gallons  daily  capacity 


at  $13,500 $8  2,000. 

Pumping  Equipment:  Four  1200  gallon  per  minute, 

10-horsepov/er  units  at  $lfeO.. 5,800* 

Sprinkling  Filters:  32  , 300  cubic  yards  at  $6.00 

(or  at  $58  , 200  per  acre)...., 194,000- 

Secondary  Sedimentation  Tanks,  51,000  cubicfeet 

at  .390..., 19,400* 

Sludge-drying  Beds  (1946)  .72  acre  at  $4,570....  3,300. 

Screen  Chamber 700. 

Dosing  Tanks  and  Apparatus,  4 million  gallon  daily 

average  capacity  at  $1,940 7,800. 

Pump  House 2,000. 

Pipe  Lines 6,200. 

Supts.  Residence 4,500. 

Contingencies  10.6  per  cent  of  total 43,600. 

Administration  10  per  cent  of  total 40  , 700. 

$410,000 


♦"Sewerage  and  gewage  Disposal",  Metcalf 


and  Eddy,  p.VII. 


"\ 


58 


ANl'TUAL  OPERATING  COST. 
Pumping  976  million  gallons  at  $5.40  for 


electricity  alone $5,270. 

Superintendent,  12  months  at  $155.35 1,600, 

Laborers  at  $100.00;one  for  8 mojone  for  lOmo. . 1,800. 

Extra  labor,  120  man-days  at  $5.50 430, 

Maintenance  of  buildings  and  grounds 1,000. 

LiS'hting,heat ing  aid  water  supply. 250. 

Plant  supplies  (oil, etc.,) 500. 

Plant  maintenance 900, 

Contingencies  9.7  per  cent  of  total 1 . 280 . 

$13,000 


A sewage  treatment  plant  as  outlined  in  a preliminary 
way  in  this  chapter  would  solve  the  sevirage  disposal  problem 
for  the  cities  of  Champaign  and  Urbana.  While  the  cost  of  the 
proposed  structure  is  not  low  it  is  well  belov^  the  limit  of  the 
sum  which  the  voters  of  the  community  axe  able  to  authorize  the 
Urbana  and  Champaign  Sanitary  District  to  spend.  When  the 
question  of  a bond  issue  for  the  construction  of  sewage  treatment 
works  comes  up,  the  real  question  at  issue  will  be  not  whether 
such  disposal  works  are  to  be  constructed,  but  rather,  whether 
such  disposal  works  ai-e  to  be  constructed  now  or  a few  years 
in  the  future  under  the  compulsion  of  some  higher  governmental 
authority. 


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TABLES. 


Number 

Typical  Analyses  of  Water I 

Stream  Run-off  at  Monticello  and  Danville II 

Frequency  of  Run-off  in  Salt  Fork. ITT 

Average  Sewage  Analyses.  IV 

Grouped  Sewage  Analyses V 

Analyses  of  Day  vs.  Night  Sewage ...VI 

Population  of  Cities,  VII 

Attendance  at  University.,,. ..VIII 

Hourly  Sewage  Flow  on  TypiCcd  Days. IX 

Weekly  Averages  of  Hourly  Sewage  Flow X 

Sewage  Flow  and  Corrected  University  Pumpage 

for  Typical  Weeks XI 

Weekly  Selvage  Flow  for  47  weeks... ,XII 

Water  Exchanged  between  City  and  University .XIII 

Corrected  Hourly  Pumpage  at  University XIV 

Weekly  Puinpage  at  University .XV 

Corrected  Weekly  Pumpage  at  University XVI 

Distribution  of  University  Pumpage,  XVII 

Weekly  Sewage  Flovv.  Estimate  for  1956 XVIII 

Daily  « n ” XIX 

Hourly  " ” " « XX 

Mean  Monthly  Air  Temperatiires. XXI 

Variation  in  Dilution  Requirements... .XXII 

Cost  Comparison XXIII 


’<it-  > 


PLATES. 


Number 

Map  of  Urbana  and  Champaign  Sanitary  District 

(Frontispiece) T I 

Mean  Monthly  Run-off II 

Frequency  Curve  for  Salt  Fori Ill 

Population  - Estimate ...IV 

Hourly  Rate  of  Sev^age  Flow  for  Typical  Days V 

Daily  Rate  of  Sewage  Flow  for  Typical  Weeks VI 

Sewage  and  Water  Mean  Weekly  Rate  of  Flow, 1921 VII 

Relation  of  Rate  of  Flow  to  Strength  of  Sewage VIII 

Conditions  in  Salt  Fork IX 

Sewage  Disposal  Site X 

Trickling  Filter  Plan XI 

I rah  off  Tanks,  Pump  House  and  Dosing  Tanks XII 

Sludge  Drying  Beds  and  Secondary  Sedimentation 

Tanks. XIII 

Trickling  Filter  Section. XIV 


39 


TABLE  I. 

TYPICAL  ANALYSER  OF  WATER. 

Tap  Water 

p.p, m. 


Turbidity  13, 

Color  15. 

Residue  on  evaporation  40C. 

Chlorine  in  Chlorides  1, 

Oxygen  Consumed  4,9 

NH3  Nitrogen  2,8 

Albuminoid  Nitrogen  ,12 

Nitrite  « ,02 

Alkalinity  Methyl  Orange  362. 

Dissolved  Oxygen 

per  Gent  Saturation 


Relative  Stability  - Per  Cent 


(2) 

Salt  Fork 
p.  p.  m. 


518. 

8, 

4.3 


.080 

.192 


.022 

246. 

6.46 

70. 


84. 


(1)  As  supplied  by  the  Champaign  and  Urbana  Water  Co.  The 
University  supoly  is  of  practically  the  same  quality  as 
that  for  Champaign  and  Urbana  except  for  an  added  iron 
content  of  about  2 p.p.m. 

(2)  Mean  of  analyses  of  two  samples  taken  on  Oct. 1,1917 

at  two  different  stations  above  junction  with  the  Boneyard. 
Estimated  flow  (exclusive  of  sewage)  belovj  Champaign  sewer 
outlet  Was  1,500,000  gallons  per  day.  From  report  on 
"Condition  of  Salt  Fork  in  the  vicinity  of  Urbana" . Oct. 1917, 
0.  C.Habermeyer , vno-ineer  of  the  State  Water  f^rvey. 

Temp  68 ®F' 


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40 

TABLE  II. 

STREAM  RUNOFF. 

Month 

Sanganion 

Vermilion 

Estimate 

for  Salt  Fork 

near 

near 

at  Sewer 

Outlet 

Monticello 

Danville 

U) 

(2) 

(3) 

(4) 

Second  -feet 

per  square  mile 

Thousand 

Gallons 

Daily 

Feb.  1908 

3.44 

169,000 

Mar. 

2.51 

123,400 

Apr, . 

2.04 

100,200 

May 

6.56 

322,000 

June 

.473 

23,300 

July 

.106 

5,210 

Aug, 

.024 

1,178 

Sept. 

,ol2 

589 

Oct. 

.013 

638 

Nov. 

,024 

1,178 

Dec. 

.026 

1,277 

Jan.  1909 

,031 

1,523 

Feb. 

1.69 

83,000 

Max. 

.815 

40,000 

Apr, 

2.20 

108,000 

May 

1,34 

65,800 

June 

1.01 

49,600 

July 

1,73 

85,000 

Aug. 

.074 

3,630 

Sept. 

.029 

1,424 

Oct. 

.032 

1,571 

Nov, 

.198 

9,720 

Dec, 

.184 

9,030 

Jan.  1910 

1.32 

64,800 

Feb. 

,600 

29,500 

Mar. 

.671 

32,900 

Apr. . 

,169 

8,300 

May 

.705 

34,600 

June 

.331 

16,240 

July 

.112 

5,500 

Aug, 

.039 

1,914 

Sept. 

.163 

8,000 

Oct. 

.078 

3,830 

Nov. 

.0  39 

1,914 

Dec. 

.157 

7,710 

il 

TABLE  II.  CONT 


STREAM  RUNOFF. 


Month 

Sangamon 

Vermilion 

Estimate 

for  Salt  Fork 

near 

near 

at  Sewer 

Outlet. 

Monticello 

Danville 

(1) 

(2) 

(3) 

(4) 

Second-feet 

per  square  mile 

Thousand 

Gallons 

Daily 

Apr.  1915 

.161 

.148 

.154 

7,550 

May 

.156 

.188 

.172 

8,450 

June 

.‘^9 

.484 

,346 

17,000 

July 

.416 

.712 

.564 

27,700 

Aug, 

2.56 

1.97 

2 . 26 

111,000 

Sept. 

1.03 

,496 

.763 

37,500 

Oct, 

,260 

. 256 

.258 

12,670 

Nov, 

.119 

.118 

.118 

5,790 

Dec. 

.155 

.192 

.173 

8,500 

Jan.  1916 

S.60 

3,12 

2.86 

140,400 

Feb. 

2.11 

1.36 

1.73 

84,900 

Mar. 

.967 

.497 

.742 

36,400 

Apr. 

.685 

.645 

. 665 

32,700 

May 

,516 

.930 

.723 

35,500 

June 

.416 

.659 

.537 

26,300 

July 

.081 

.119 

.100 

4,920 

Aug, 

.022 

,021 

.021 

1,032 

Sept, 

.014 

.020 

.017 

835 

Oct. 

.021 

.030 

.025 

1 , 227 

Nov. 

.027 

.033 

,030 

1,473 

Dec. 

.029 

.106 

.067 

3,290 

Jan.  1917 

.034 

.153 

.093 

4,570 

Feb. 

.037 

.044 

.040 

1,964 

Mar. 

.691 

.984 

.837 

41,200 

Apr. 

.582 

.672 

.627 

30,700 

May 

.354 

.938 

. 646 

31,700 

June 

1.96 

2.38 

2 .17 

106,600 

July 

.273 

.372 

,322 

15,800 

Aug. 

.276 

.137 

,206 

10,120 

Sept, 

.103 

.098 

.100 

4,920 

Oct. 

.029 

1,423 

Nov. 

,048 

2,350 

Dec, 

.035 

1,720 

il 

TABLE  II.  CONT. 


STREAM  RUNOFF. 


Month 

Sangamon 

Vermilion 

Estimate 

for  Salt  Fork 

near 

near 

at  Sewer 

Outlet. 

Monticello 

Danville 

(1) 

(2) 

(3) 

(4) 

Second-feet 

per  square  mile 

Thousand 

Gallons 

Daily 

Jan.  1911 

1,00 

49,200 

Feb. 

.584 

28,700 

Mar. 

.484 

23,800 

Apr. 

1.22 

59,900 

May 

.322  ' 

15,800 

June 

.054 

2,650 

July 

,014 

687 

Aug. 

.0088 

432 

Sept. 

.589 

28,900 

Oct. 

.951 

46, 700 

Nov. 

1.33 

65,300 

Dec. 

.909 

44,700 

Jan.  1912 

.564 

27,700 

Feb. 

.840 

41,200 

Mar,  . 

3.89 

191,000 

Apr . . 

2.35 

115,400 

May 

1.93 

94,800 

June 

.264 

12,960 

July 

.575 

28,300 

Aug. 

.139 

6,920 

Sept. 

.037 

1,817 

Oct. 

— — — 

Nov, 

,320 

15,700 

Deo. 

.104 

5,110 

July  1914 

,014 

687 

Aug. 

.0065 

319 

Sept. 

,012 

589 

Oct. 

.0080 

393 

Nov. 

.010 

.015 

.012 

589 

Dec. 

.015 

.021 

.018 

884 

Jan.  1915 

.014 

,023 

.018 

884 

Feb, 

.842 

.702 

.772 

37,900 

Mar , 

.161 

.255 

.208 

10,220 

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43 


TABLE  II.  CONT, 

STREAM  RUNOFF. 

Month  Sangamon  Vermilion  Estimate  for  Salt  Fork 

near  near  at  Sewer  Outlet. 


Monticello  Da  nville 

U)  (2)  (3) 

Second-feet  per  square  mile 

(4) 

Thousand 

Gallons 

Daily 

Jan. 

1918  .017 

835 

Feb. 

^.16 

106,000 

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13,500 

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1.13 

55,500 

May 

1.14 

56,000 

June 

.667 

32,700 

July 

.778 

38,200 

Aug. 

.055 

2,700 

Sept. 

.431 

(1)  Mean  monthly  discharge  -from  U.  S. 

21,100 
G.  S.  water 

supply  papers  265,  285,  305,  325,  405,  435,  455,  475* 
Drainage  area  550  sq.  mi. 


(2)  Water  supply  papers  403,  433,  453. 
Dr a inage  area  1280  sq.  mi. 

(3)  The  a verage  of  (l)  and  (2). 

(4)  Based  on  drainage  area  76  sq.  mi. 


44 

TABIiHl  III. 

ESTIIvL-.TS  OF  MIKII'aUI’vl  FLOV/  III  SALT  FORK 
Based  on  109  Months  of  Record. 


Thousand 

i;i  onths 

Per  Cent 

Gallons 

Daily 

Occur ring 

of  Time 

300 

109 

100.0 

350 

108 

99.2 

400 

107 

98.2 

450 

1C  6 

97.3 

500 

106 

97.3 

550 

106 

97.3 

600 

103 

94.5 

650 

102 

93.6 

700 

100 

91.8 

750 

100 

91.8 

800 

100 

91.8 

850 

98 

89.9 

5,000 

72 

66.1 

10,000 

58 

53.2 

20,000 

49 

45.0 

30,000 

39 

35.8 

60,000 

18 

16.5 

90,000 

12 

11.0 

120,000 

5 

4.6 

150,000 

3 

2.8 

180,000 

2 

1.8 

210,000 

1 

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24j ,000 

1 

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270,000 

1 

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300,000 

1 

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49 


TABLE  VII. 
POPULATION. 


Year 

Champai  gn 
& Urbana 

Rockford 

S,  Bend 
Indiana 

P eoria 

Decatur 

Dan- 

ville 

Univ. 

of 

111. 

1860 

3,765 

6,979 

3,803 

14,045 

3,839 

1,632 

1870 

6,902 

11,049 

7,206 

22 ,849 

7,161 

4,751 

1880 

8,045 

13,129 

13,280 

29,259 

9,547 

7,733 

1890 

9,350 

23,584 

21,819 

41,024 

16,841 

11,491 

1900 

14,826 

31,051 

35,999 

56,100 

20,75  4 

16,354 

1910 

20 , 66o 

45,401 

53,684 

66,950 

31,140 

27,871 

1980 

26,103 

65,651 

70,983 

76,121 

43,818 

33,750 

7,839 

1936 

41,600 

19,000 

1946 

51,200 

21,000 

1950 

55,100 

1850 

2,093 

1,652 

5,095 

736 

Year  when 
population^: 
26,103  1920 

1893 

1893 

1875 

1905 

1908 

(Estimated  annual  increase  in  population  = 967  for  Ohampaign  and 
Urbana. ) 


50 


TABLE  VIII. 


Net  Attendance  for  Each  Academic  Tear  in  the  Champaig;n 
and  Urbana  Departments  of  the  University.  From  a 
Tabulation  in  the  Office  of  the  Supervising  Architect. 


Year 

Attendance 

Y ear 

A tte 

1869-70 

ISO 

1897 

699 

71 

277 

98 

8 35 

72 

434 

99 

973 

73 

4-00 

1899-1900 

1156 

74 

405 

01 

1341 

75 

373 

02 

1549 

76 

383 

03 

18  36 

77 

274 

04 

2188 

78 

256 

05 

2376 

79 

276 

06 

2616 

80 

303 

07 

2866 

81 

302 

08 

3223 

82 

281 

09 

3463 

83 

282 

1910 

3676 

84 

245 

11 

3793 

95 

273 

12 

3983 

86 

2’^6 

13 

4002 

87 

252 

14 

4338 

88 

274 

15 

4928 

89 

296 

16' 

5270 

90 

356 

17 

5610 

91 

387 

18 

4504 

92 

420 

19 

6123 

93 

518 

20 

7839 

94 

552 

1920-1921 

7989 

95 

633 

1921-1922 

8714 

96 

682 

51 


TABLE  IX. 

Champaign  Sewage 

Rate  of  Flow  at  the  Plant  on  Typical  Days 
in  Thousand  Gallons  per  Day. 


Time 

A.M. 

S 

W 

M 

8:  30-9: 30 

972, 

120  3 

875 

9: 30-10: 30 

1080. 

1320 

1110 

10:  30=11:  30 

1110 

1330 

1170 

11:  30-12:  30 

1040 

1260 

1140 

P.  M. 

12:  k)-l:  30 

372 

1230 

1100 

1- 30-2*  30 

1010 

1230 

945 

2:  30-3:  30 

372 

1330 

952 

3:  30-4:  30 

1040 

1200 

1070 

4:  30-5 : 30 

1010 

1200 

1080 

5:  30-6:  30 

1110 

1200 

914 

6:  30-7:  30 

1110 

1200 

833 

7:  30-8:  30 

972 

1200 

828 

8 : 30-g : 30 

310 

1140 

770 

3:  30-10:  30 

850 

1140 

740 

10:  30-11:  30 

702 

800 

742 

11:  30-12:  30 

730 

890 

643 

A H 

12:'.30-1:  30 

702 

360 

640 

1*30-2*  30 

340 

740 

643 

2:  30-3:  30 

438 

620 

677 

3.  30-4*  30 

438 

570 

1190 

4*  30-5:  30' 

475 

570 

1440 

5:  30-6*  30 
6*  30-7*  30 

402 

452 

l?8 

1730 

2330 

?:  30-sJ  30 

610 

8 30 

2930 

2620 

Mean 

828 

1015 

1166 

0 = Typical 

summer  day. 

Wed.  July  13,1921 

winter,  ” 

” jan. 

.12,1920  , 

il  - Sept.  2, 

1321.  Shows 

effect  of 

rain.  Only 

a tr 

rain  was  recorded,  for  the  day. 


of 


NOTE: 


The  miniimn  recorded 
300,000  gallons  per 
recorded  hourly  rate 


rate  of  flow  for  one  hour  = 

day  on  August  6, 1921.  The  maximum 
is  shown  under  M. 


r* ' 

I 


/ 


» 


•S 


( 

\ 


4 


( 


I 


f 


0 


i 

^ . r 


f • 


1\ 


{■  'n 

"’I 


Vi 


i 

J’ 

• j 

Ci 


^ r • 


i, 


V 

« 


i:  i 


s 

TABLE  X. 

WEEKLY  AVERAGES  OF  HOURLY  FLOW  IN  THE  CPIA?/!PAIGN  SEWER. 
Unit  Rate  given  in  1000-Gal. per  hour. 


Cay 

Saturday 

Saturday 

Monday 

Mo  nday 

Monday 

Saturday 

Date 

J an . 1 

eb . 19 

Mar . 21 

May  16 

June  c 

June  25 

to 

to 

to 

to 

to 

to 

Period 

J an . 7 

Feb.  26 

Mar . 28 

May  23 

June  13 

July  2 

All  8:30-9:30 

49.0 

52,5 

80 . 5 

62.5 

67.5 

43.5 

9:  30-10:  30 

58.5 

59.5 

83.0 

70.5 

72,5 

50.0 

10: 30-11-30 

58.5 

60,0 

84.0 

70,0 

73.5 

50.0 

11: 30-12: 30 

59.0 

58.5 

84.0 

68.0 

74.0 

50.0 

PHI 2: 30-1: 30 

57.0 

58.0 

83.0 

67.0 

75.5 

49.0 

1: 30-2: 30 

56.0 

55.5 

83.5 

64.0 

70.5 

44.5 

2:  30-3:  30 

58.0 

57.5 

82.5 

64.5 

71.0 

43.5 

3:30-4:  30 

56.5 

56,0 

81.5 

64.  5 

70.0 

49.0 

4:30-5:30 

56.5 

54.0 

81,5 

62.5 

67.0 

48.0 

5:  30-6:  30 

55.0 

53.0 

81.5 

60.0 

64,0 

45.0 

6:30-7:  30 

54.0 

53.0 

81.0 

62.0 

63.0 

43.0 

7:30-8:30 

53.0 

51.0 

77.5 

58.0 

59,5 

43.0 

8:30-9: 30 

53.0 

47.5 

76.5 

56.5 

57.0 

37.5 

9: 30-10: 30 

51.5 

46.5 

75.5 

53.0 

53.5 

37.5 

10: 30-11: 30 

46.0 

44.0 

74.5 

46.0 

51.6 

34.0 

AMll: 30-12: 30 

44.0 

43.0 

73.5 

45.0 

51.0 

33.0 

12:  30-1:  30 

42.5 

41.0 

73.5 

36.0 

49.5 

30.5 

1:30-2:30 

36.0 

37.0 

71.5 

33.0 

46.5 

27.5 

2:  30—3:  30 

32.5 

33.0 

70,0 

33.0 

43.5 

25 . 5 

3:30  -4:30 

30.0 

29.0 

70.0 

29.0 

42.5 

25,0 

4:  3^'-5:  30 

29.5 

28.5 

69.5 

33.0 

40.5 

22.0 

5:  30-6:30 

29.0 

28.5 

74.5 

37.5 

40.0 

21.0 

6:30-7:  30 

31.0 

31.0 

74.5 

36.5 

42.0 

26.5 

7: 30-8: 30 

32.0 

39.0 

78.0 

41.0 

51.0 

33.5 

1 


TABLE  X.  Cont. 


Day- 

Wednesday 

Tuesday 

Tuesday 

Friday 

S aturd  ay 

Wednes- 

Date 

July  20 

Aug.  3 

Aug.  16 

Sept. 2 

Nov. 17 

day,  De 

to 

to 

to 

to 

to 

Dec.  7t( 

Period 

July  27 

Au  g.  10 

Aug.  23 

Sept, 9 

Nov. 23 

Dec.  14 

AM  8 : 30-9 : 30 

36.5 

37.0 

35.0 

62.5 

88.0 

73.0 

9:  30-10:  30 

44.0 

40.0 

45.5 

62.5 

91.5 

79.0 

10:  30rll:  30 

46.0 

49.0 

49.0 

62.5 

91.0 

82.5 

11:30-12: 30 

45.0 

46.5 

46.0 

60.0 

90.5 

82.0 

PM12:  30-1:  30 

44.5 

43.5 

43.0 

57.5 

89.0 

81,0 

1:30-2:  30 

42.0 

43,0 

^0 . 0 

57.0 

87.5 

82.0 

2:30-3:30 

44.0 

42.0 

39.0 

56.0 

87.0 

82 . 5 

3:  30-4:  30 

45.0 

42.0 

38.5 

54.5 

86.0 

81.5 

4:  30-5 : 30 

44.0 

41.5 

38,0 

53.0 

85.5 

79.0 

5:  30-6:  30 

41.0 

41.0 

37.5 

51.0 

85.0 

79.5 

S:  30-7: 30 

39.5 

39 . 0 

34.5 

49.0 

83,5 

SO.O 

7: 30-8: 30 

36.0 

38.0 

31.0 

48.0 

32.0 

SO.O 

8: 30-9: 30 

34.0 

36.0 

29.5 

46.5 

. 82.0 

79.5 

9: 30-10: 30 

33.5 

34.0 

28.0 

45.5 

82.5 

78.0 

10: 30-11: 30 

30.0 

31.0 

26.0 

42.0 

82.5 

76.5 

AHll: 30-12:  30 

27.5 

28. 5 

24.5 

40.5 

82.5 

76.0 

1: 30-2: 30 

24.0 

27.0 

22.0 

38.5 

81.0 

75.0 

2:  30-3:  30 

23.5 

24.0 

20.0 

37,5 

80,5 

71,0 

3:30-4:  30 

21.5 

21.5 

19.5 

36,5 

80.0 

38. 5 

4:  3'^-5:  30 

20.5 

2C.0 

19.0 

38.5 

79.0 

65.5 

5:30-6:30 

19.5 

19.0 

20.5 

44.5 

79,0 

33.0 

6:  30-7:  30 

18.5 

21.5 

24.5 

46.0 

79,0 

58.0 

7: 30-8; 30 

18.0 

24.0 

26.0 

48.0 

82.0 

53.5 

8 : 30-9 ; 30 

24.5 

27.0 

28.0 

56,0 

84,5 

60.5 

N 


■I. 


I 

I: 


M. 

TABLE  XI, 

I:IEAN  RATE  OF  FLOW  IN  THOUSAND  GALLON  UNITS  DAILY  FOR 

TYPICAL  WEEKS. 


Champaign's  Sewage 


Day 

July 

Rfl.  Feb.  Rfl. 

May 

25-31 

10-16 

20-26 

inc. 

inc. 

inc . 

Sun. 
Mon. 
Tues, 
Vi  ed. 

2150 

Thurs. 

2544 

Fri. 

, 26 

2453 

Sat. 

2185 

bun. 

755 

1038 

2082 

Mon. 

865 

1151 

2117 

Tues. 

856 

1162  .01 

2130 

Wed. 

827 

1138 

Thurs. 

877 

1113 

i>r  i. 

790 

1104 

Sat. 

844 

1096 

Mean 

831 

1115 

2237 

Corrected 

Univers 

ity  Pumnau  5 

Rfl. 

Jan, 

Feb. 

May 

10-16 

20-26 

25-31 

1.10 

473 

3.60 

293 

.06 

460 

.01 

448 

337 

461 

381 

546 

319 

352 

798 

531 

709 

490 

450 

525 

361 

291 

466 

783 

471 

Ril  = Rainfall  during  day. 


TABLE  XII 


D5 


Champaign  19B1 


MEAN  V®EKLY  SE?JA 

GE  FLOWS 

IN  TROUSANR 

GALLONS 

DAILY, 

We©}f 

Flow 

Rainfall 

Week 

Flov; 

Rainfall 

Ending 

Ending 

Jan.  1 

1315 

.02 

July  2 

910 

rzr> 

» 8 

1102 

.17 

” 9 

922 

.26 

••  15 

1012 

.13 

" 16 

827 

” 22 

1025 

.50 

” 23 

862 

.92 

” 39 

1076 

.22 

” 30 

917 

1.28 

Feb.  5 

1183 

.71 

Aug.  6 

853 

1.20 

” 12 

1260 

. 33 

" 13 

962 

1,94 

" 19 

1147 

” 20 

778 

.14 

" 26 

1114 

.01 

" 27 

877 

.98 

Max . 5 

1112 

.35 

Sept. 3 

991 

1,17 

” 12 

1614 

^ 

" 10 

1060 

1,74 

” 19 

1925 

.10 

" 17 

978 

.88 

” 26 

1816 

1.92 

" 24 

1120 

.59 

Apr.  2 

1887 

1.32 

Oct.  ]. 

1130 

1,23 

” 9 

1904 

.23 

" 8 

1290 

.78 

” 13 

1.37 

" 15 

1100 

” 23 

1.35 

” 22 

1280 

.33 

" 30 

1.57 

” 29 

1140 

1.05 

May  7 

2121 

.10 

Nov.  5 

1090 

.074 

I.  14 

1650 

. 39 

12 

0.69 

" 21 

1285 

” 19 

2040 

4.0? 

“ 28 

1857 

4.77 

"26 

2070 

. 15 

June  4 

2030 

.42 

Dec.  3 

2090 

.31 

” 11 

1460 

.36 

" 10 

1820 

.01 

" 18 

1110 

. 69 

" 17 

1410 

,71 

» 25 

1020 

.57 

" 24 

” 31 

56 


TABLE  XIII, 

WATER  EXCHANGED  BETWEEN  THE  CHAiiPAIGN  AIT3  tjrbANA 
water  company  and  THE  UNIVERSITY  OF  ILLINOIS. 

(Part  a) 

Puinped  by  City  to  University 


Date 

June  24,1320 
August  15 
October  10 
November  7 
January  2,1921 
March  13 


Thousand 

Gallons 

54 

208 

242 

242 

215 

201 


(Part  b) 

Pumped  by  University  to  City 


May 

18,1921 

195 

tt 

19 

255 

«i 

20 

242 

It 

21 

255 

tt 

22 

275 

tt 

24 

215 

It 

25 

248 

?i 

26 

269 

June  1 

262 

It 

2 

262 

tt 

4 

382 

tt 

8 

242 

It 

9 

289 

Tt 

10 

248 

n 

14 

255 

ft 

15 

269 

It 

18 

295 

n 

21 

242 

It 

24 

295 

tt 

235 

ti 

28 

242 

Jdly 

• 1 

248 

H 

2 

221 

II 

3 

242 

II 

6 

242 

ft 

7 

215 

l« 

13 

295 

li 

14 

261 

U 

15 

295 

n 

17 

282 

it 

20 

261 

II 

26 

269 

ti 

28 

255 

II 

29 

269 

5T 

TABLE  XIII.  Cont. 

(Part  b.Cont.} 

Pumped  by  University  to  City. 


Thousand 

Gallons 


Sept 

..27,1921 

255 

t! 

29 

369 

ii 

30 

235 

Oct. 

1 

282 

ti 

5 

275 

n 

7 

242 

t» 

9 

295 

It 

13 

161 

II 

25 

269 

14 

28 

259 

Nol^. 

2 

269 

II 

4 

248 

n 

5 

242 

11 

11 

295 

II 

14 

289 

It 

15 

269 

11 

22 

208 

Ii 

30 

175 

Dec. 

3 

269 

n 

5 

235 

II 

7 

221 

II 

10 

248 

11 

13 

201 

11 

16 

224 

II 

17 

221 

Ii 

18 

201 

II 

22 

255 

Jan. 

3,1922 

295 

II 

6 

287 

II 

7 

228 

II 

9 

302 

n 

10 

375 

n 

11 

215 

II 

12 

228 

n 

13 

248 

II 

14 

215 

58 


TABLE  XIV. 

CORKECTE-n  RATE  OF  HOURLY  PUMP  AGE  AT  UNIVERSITY  OF  ILLINOIS 

ON  TODITESDAYS. 

1921. 

March  9 August  3 

Thousand  Gallons  Thousand  Gallons 


Daily. 

Daily. 

6 to  7 A.M. 

341 

485 

n 

t 

468 

377 

8 

701 

485 

9 

754 

485 

10 

898 

609 

11 

701 

665 

12  M 

540 

432 

1 P.M. 

521 

432 

2 

521 

557 

3 

573 

503 

4 

573 

485 

5 

665 

485 

6 

521 

360 

7 

412 

485 

c 

432 

468 

9 

396 

485 

10 

341 

432 

11 

341 

283 

12  M.  N. 

360 

216 

1 A.M. 

324 

252 

2 

324 

252 

3 

341 

252 

4 

341 

233 

5 

324 

233 

59 

TABLE  XV. 

UNIVERSITY  OF  ILLINOIS 

MEAN 

WEEKLY  PUMPIGE  IN 

THOUSAI'ID 

GALLO l^TS  DAILY. 

Week  Ending 

Rate  of 

Week  Finding 

Rate  of 

Flow 

Flow 

January  1 

326 

July  2 

628 

» 8 

410 

" 9 

585 

" 15 

430 

" 16 

660 

22 

424 

" 23 

525 

" 29 

422 

" 30 

592 

February  5 

414 

August  6 

424 

" 12 

423 

” 13 

428 

" 19 

380 

" 20 

366 

” 26 

440 

” 27 

381 

March  5 

474 

September  3 

416 

" 12 

472 

" 10 

357 

" 19 

472 

” 17 

395 

" 26 

444 

It  24 

437 

April  2 

453 

October  1 

572 

« 9 

493 

” 8 

5 37 

'*  16 

481 

” 15 

533 

" 23 

487 

” 22 

472 

•'  30 

482* 

” 29 

523 

May  7 

463* 

November  5 

566 

- 

”14 

516* 

" 12 

515 

”21 

620* 

" 19 

552 

"28 

554 

" 26 

477 

June  4 

529 

December  3 

565 

" 11 

503 

” 10 

570 

" 12 

554 

,1  17 

577 

" 25 

536 

" 24 

452 

II 

" 31 

343 

1922 

January  7 

546 

" 14 

642 

” 21 

636 

" 28 

635 

Mean  for  year  = 493, 

Mean  per  student  = ol,6  gallons  daily 

* Calculated 

from  pumpage  from 

well  No.  6 at  the 

rate  of 

32,600  gallons  per  hour  .. 

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TABLE  XVI 


MEAN  WEEKLY  USE  OF  WATER  BY  UNIVERSITY  OF  ILLINOIS 

THE  UNIVERSITY  PU'.TAGE  CORRECTED  FOR  THE  FLOW  OF  WATER 
TO  AND  FROM  THE  MAINS  OF  TFIE  CHAA'IPAiaN  AND  URBANA 
WATER  COMPANY. 


Week 

Thousand  Gallons 

Week 

Thousand  Gallon 

Endi: 

ng 

Per  Bay 

Endi  ng 

Per  Day 

Jan, 

1 

326 

July 

1 

492 

n 

8 

471 

It 

9 

443 

1) 

15 

430 

11 

16 

581 

22 

424 

II 

23 

446 

29 

422 

ii 

30 

477 

Feb . 

5 

414 

Aug. 

6 

424 

f) 

12 

428 

It 

13 

428 

n 

19 

380 

It 

20 

366 

?i 

26 

440 

II 

27 

381 

Mar, 

5 

474 

Sept, 

.3 

416 

?i 

12 

472 

tf 

10 

357 

n 

19 

501 

li 

17 

395 

It 

26 

444 

t) 

24 

437 

April  2 

453 

Oct. 

1 

408 

It 

9 

493 

ft 

8 

464 

It 

16 

481 

n 

15 

468 

It 

23 

487 

if 

22 

472 

li 

30 

482 

n 

29 

448 

May  7 

463 

Nov. 

5 

457 

It 

14 

516 

II 

12 

473 

n 

21 

484 

ti 

19 

472 

It 

28 

411 

tt 

26 

448 

June 

4 

414 

Dec. 

3 

501 

It 

11 

391 

11 

10 

469 

it 

18 

438 

II 

17 

485 

It 

25 

459 

•1 

24 

388 

11 

31 

343 

1922 

Jan. 

7 

463 

f1 

14 

429 

Mean  = 444.  Thousand  gallons  dally. 


SI 

TABLE  XVII. 

DISTRIBUTION  OF  UNIVERSITY  PUMPAGE. 

University  Buildings  Connected  to  Champaign  Sanitary  Sev;er. 

r 

Rate  (1) 

Vivarium 

Y.W.  C.A. 

.95 

33.5 

Union  (part) 

l.OOe 

Armory 

6. 00  e 

Hor ticul ture 

.03 

1.0 

isolation  Hospital 

,50e 

Beef  Cattle  Buildings 

3.00e 

Mumford’s  House 

,54 

18.8 

Stock  Judging  Pavilion 
Dairy  Barn  & Milk-house 

6.00  e 

Gymnasium 

5.87 

206.6 

Gym  Annex 

e 

Education 

2.59 

91.3 

Botany  Green  House 

1.17 

41.3 

Wood  Shop 
Metal  Shop 

.01 

,4 

Electrical  Engineering  Lab, 

.07 

2.4 

Power  House 

63.1  (2) 

Locomotive  Test  Lab. 
Ceramics 

1.56 

54.8 

Mining  Lab. 

.17 

5.5 

Transportation 

12.50 

439.6 

M e ch  an  i c al  E n gi  ne  ar  i n g L ab . 

.04 

1.3 

Unaccounted  For 

3.96 

Total 

45.96 

Buildings  Connected  to  Ur b ana  Sewers. 

Health  Service 
A.M.  Lab, 

Engineering  Hall 

,70 

24.6 

Physics 

1,47 

51.9 

Library 

e 

Administration 

.94 

33.1 

University  Hall 

.93 

32,9 

Law 

Natural  History 

1.32 

43.6 

Chemistry 

12.80 

455 . 5 

Woman's  Bldr. 

3.  38 

118.6 

Lincoln 

n O 

• O 

34.5 

Auditorium 

e 

Agriculture 

7.70. 

270.8 

A gricul tur al  Gr een  Hous e 

.07 

2.3 

Smith  Music 

,82 

28.9 

Horse  Barn 

l.OOe 

Imp. Barn 

11 00  e 

Genetics 

.07 

2.5 

62 


table  XVII.  Cont. 

DISTRIBUTION  OF  UNIVERSITY  PUMPAaE 
University  Buildings  connected  to  Urbana  Sanitary  Sewers. 


Rate 

Farm  Meoiianics 

,22 

7.9 

Agronomy 

.05 

1,7 

Flow er  Green-nous e 

,16 

5.5 

Horticulture  Green-House 
Unaccounted  For 

2.33 

3,39 

81.9 

Total  3S.33 


The  Totals  are  as  Follows: 

Per  Cent 

Received  by  Champaign  SevVers  45.36 

” " urbana  « 3S.33 

Not  received  by  Sanitary  " 14. 70 

99.99 


vl)  The  mean  rate  of  flow  for  the  three  weeks  Feb. 18, 
to  March  11,  expressed  in  thousand  gallons  per 
v/eek. 

(2)  Boiler  make-up. 

e Percenta.ge  estimated  (meter  readings  not  available). 
* The  per  cent  of  the  total  average. 


f 


'I 


T. 


yffl-ar 


( 


.1 

)i 


'.1 


A-fS: 


I 


• nJui  T!  ( 


• - L,*: ; .T  ■•>..  ir 


1 

^ ti 


) 

T 


I 


I 


i... 


■!S 


'’■  ' ' i 


1 

f 

( 

r 


\ 


§5 

TABLE  XIX. 

CHA^'IPATGN  AW  UREANA  1936  ESTIMATE 
ilEAN  DAILY  SEWAGE  FLOW  FOR  TYPICAL  WEEKS. 


MILLION  GALLONS  DAILY. 


Day 

1931 

4:6.  Ofa 

Use 

Corrected 

294$ 

20  3< 

1936 

C, Flow 

at  U. of  I . 

C . Flow 

Correcti^ 

Use  at 

Estimate 

C. Flow 

U.of  I. 

Dry 

Summer  Week 

Sun. 

.76 

.16 

.60 

1.76 

,68 

2.44 

Mon. 

.87 

.25 

.62 

1.82 

1.11 

2.93 

Tues. 

.86 

.37 

.49 

1.44 

1.62 

3,06 

Wed. 

.83 

.22 

, 61 

1.79 

.99 

2.78 

Thur  s . 

.88 

.24 

.64 

1.88 

1,07 

2.95 

I‘r  i. 

.79 

,13 

.66 

1.94 

.59 

2.53 

Sat. 

.84 

.36 

.48 

1.41 

1.59 

3,00 

Mean 

.83 

2.31 

Dry 

Winter  Week 

Sun. 

1.04 

.21 

,83 

2.44 

.94 

3.38 

Mon. 

1.15 

.15 

1.00 

2.94 

.65 

3.59 

Tues. 

1.16 

. 24 

.92 

2.71 

1.C8 

3,79 

Wed. 

1.14 

.21 

.93 

2.73 

.91 

3.64 

Thur  s . 

1.11 

.18 

.93 

2.73 

.77 

3,50 

Fri, . 

1.10 

.21 

.89 

2. 32 

.95 

3.57 

Sat . 

1.10 

,22 

.88 

2.59 

,96 

3,55 

Mean 

1.13 

3,57 

Wet  Spring  Week 

Wed, 

2.15 

.22 

1.93 

5,67 

.96 

6.63 

Thur 8 . 

2.54 

.13 

2.41 

7.08 

.59 

7.67 

Fr3 . 

2,45 

.21 

2,24 

6.58 

.93 

7.51 

Sat. 

2.19 

. 31 

1.98 

5.82 

,91 

6.73 

Sun. 

2. 08 

.13 

1.90 

5.58 

,77 

6.35 

Mon. 

.16 

1.96 

5.76 

.72 

6.48 

Tues. 

2.13 

.33 

1.80 

5.29 

1,43 

6.72 

Mean 

2.24 

6.86 

C = Charapaign 

U.  of  I,  = University 


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